Subtransmission Line Design Manual

Transmission Line Design Manual


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Ergon Energy Corporation Limited ABN 50 087 646 062 Ergon Energy Queensland Pty Ltd ABN 11 121 177 802

Table of Contents

1. Purpose and Scope.............................................................................................1

2. References ..........................................................................................................1 2.1. Ergon Energy Controlled Documents ............................................................................... 1 2.2. Standards ......................................................................................................................... 1 2.3. Queensland Legislation .................................................................................................... 2 2.4. Other Documents.............................................................................................................. 2

3. Definitions, Abbreviations and Acronyms ............................................................2 3.1. General Definitions ........................................................................................................... 2 3.2. Definitions of Structure Types........................................................................................... 2 3.3. Definition of Span Types................................................................................................... 3 3.4. Definition of Load Types ................................................................................................... 3 3.5. Electrical Definitions ......................................................................................................... 4 3.6. Acronyms and Abbreviations ............................................................................................ 4

4. SAFETY LEGISLATION AND POLICIES............................................................5 4.1. General ............................................................................................................................. 5 4.2. Ergon Energy Work Health and Safety Policy .................................................................. 5 4.3. Queensland Electrical Safety Legislation ......................................................................... 5 4.4. Work Health and Safety.................................................................................................... 6

4.4.1 Work Health and Safety Act ........................................................................................ 6 4.4.2 Reasonably Practicable............................................................................................... 7 4.4.3 Safety in Design (Risk Management) .......................................................................... 8 5. GENERAL ...........................................................................................................9

5.1. Route Acquisition.............................................................................................................. 9 5.2. Design Parameters ........................................................................................................... 9 5.3. Design Deliverables........................................................................................................ 11 5.4. Construction Support ...................................................................................................... 11 5.5. Design Drawings............................................................................................................. 11 5.6. Standard Construction Drawings .................................................................................... 12 5.7. Specifications.................................................................................................................. 13

6. ELECTRICAL DESIGN......................................................................................13 6.1. Insulation ........................................................................................................................ 13 6.2. Conductors ..................................................................................................................... 14 6.3. Earthing and Lightning Protection................................................................................... 15 6.4. Communications ............................................................................................................. 15


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6.5. Electric and Magnetic Fields........................................................................................... 16 7. STRUCTURAL LOADING .................................................................................16

7.1. General ........................................................................................................................... 16 7.2. Wind Loads..................................................................................................................... 16 7.3. Seismic Conditions ......................................................................................................... 17 7.4. Standard Weather Cases ............................................................................................... 17

7.4.1 Weather Case ........................................................................................................... 17 7.4.2 Cable Condition (PLS CADD modelling) ................................................................... 17 7.4.3 Analysis Method ........................................................................................................ 18 7.4.4 Queensland Weather Cases ..................................................................................... 20

7.5. Conductor Loads ............................................................................................................ 26 7.6. Construction and Maintenance Loads ............................................................................ 28 7.7. Load Amplification (P-Delta) Effects ............................................................................... 28 7.8. Out of Balance Loads between Stays i.e. Disproportionate Loads Amongst Load Sharing

Stays............................................................................................................................... 28 7.9. Erection Loads and Loads Due To Construction Tolerances ......................................... 28 7.10. Residual Static Load....................................................................................................... 28 7.11. New Circuits on Existing Poles ....................................................................................... 29

8. STRUCTURE DESIGN......................................................................................30 8.1. General ........................................................................................................................... 30 8.2. Failure Containment ....................................................................................................... 30 8.3. Structure Design Codes.................................................................................................. 31 8.4. Pole Material................................................................................................................... 31 8.5. Crossarms ...................................................................................................................... 31 8.6. Stays............................................................................................................................... 31 8.7. Durability and Design Life............................................................................................... 32 8.8. Prototyping and Testing.................................................................................................. 32 8.9. Detailing.......................................................................................................................... 32 8.10. Jointing of Members ....................................................................................................... 33 8.11. Erection Marks................................................................................................................ 33 8.12. Bolts and Nuts ................................................................................................................ 33

9. STRUCTURE FOUNDATIONS .........................................................................34 9.1. Geotechnical Investigations............................................................................................ 34 9.2. Foundation Design.......................................................................................................... 34 9.3. Foundation Details.......................................................................................................... 35

10. LAYOUT.........................................................................................................36 10.1. Survey............................................................................................................................. 36 10.2. Layout Clearance Buffer ................................................................................................. 36 10.3. Using the Buffer .............................................................................................................. 38


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10.4. Clearances...................................................................................................................... 39 10.5. Layout Checks ................................................................................................................ 40 10.6. Layout for Security – Cascade Failure Prevention ......................................................... 41

11. AGREEMENTS..............................................................................................42 11.1. Queensland Transport and Main Roads (TMR).............................................................. 42 11.2. QR .................................................................................................................................. 42

11.2.1 QR Wayleave Applications........................................................................................ 42 11.3. Aurizon (previously QR National) ................................................................................... 42

11.3.1 Aurizon (previously QR National) Wayleave Applications......................................... 42 11.4. Telstra............................................................................................................................. 43 11.5. Local Council .................................................................................................................. 43 11.6. Harbour Board ................................................................................................................ 43

Annex A – Standard Ergon Energy Structure Capacities ..........................................44

Annex B – OPGW Specifications ..............................................................................50

Annex C – Wind Load ...............................................................................................51

Annex D – Design Checklist ......................................................................................52


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1. PURPOSE AND SCOPE The Transmission Line Design Manual specifies the minimum structural, electrical and geotechnical design requirements for the sub-transmission and transmission structures for use in Ergon Energy's Queensland network. The design manual complies with AS/NZS 7000:2010 and any exceptions are explicitly noted.

This design manual provides detail on Ergon Energy’s specific requirements for the design of overhead sub-transmission and transmission lines, thereby ensuring that lines are built to suit the conditions encountered within the Ergon Energy network as well as providing commonality within the Ergon Energy owned network. It is not intended as a substitute for AS/NZS7000, or other Regulatory Standards, Codes or Acts. The use of this manual does not negate the need for Professional Engineering Certification of the design or modification of lines, structures or components. Every effort has been made to ensure that this manual complies with AS/NZS7000 except where explicitly stated, however it remains the users’ responsibility to ensure that all relevant regulatory requirements are satisfied, particularly where recent amendments may have been made.

This manual is specifically customised for the local conditions in Ergon Energy’s distribution area in Queensland and should not be applied in other localities. This manual should only be used for sub-transmission and transmission voltages from 33kV up to 132kV. For design purposes all 110kV transmission lines shall be built in accordance to the 132kV requirements. Distribution voltages up to and including 33kV should be designed in accordance with the Ergon Energy Distribution Design Manual.

The Designer shall provide certification of the design and drawings for all of the design works required for the project. Such certification is to be provided by a Professional Engineer who is a Registered Professional Engineer of Queensland (RPEQ).

2. REFERENCES 2.1. Ergon Energy Controlled Documents Ergon Energy Distribution Design Manual

Ergon Energy Sub Transmission Construction Manual (Standard Drawings)

Ergon Energy Sub Transmission Standard Specifications

PW000702F100. Simple Project Risk Management Plan (Form)

ES000905F102. Safety in Design Risk Assessment (Form)

ES000904R104. EMF Guideline for New Infrastructure (Reference)

ES000905R104. Safety in Design (Reference)

SS-1-1.8 – Ergon Energy Substation Standard – Standard for Climatic and Seismic Conditions

2.2. Standards AS 1154.1:2009 – Insulator and Conductor Fitting for Overhead Powerlines - Performance, Material, General Requirements and Dimensions

AS 1154.3:2009 - Insulator and Conductor Fittings for Overhead Powerlines - Performance and General Requirements for Helical Fittings

AS/NZS 1170.2:2011 - Structural Design Actions – Wind Actions

AS 1170.4:2007 - Structural Design Actions - Earthquake Actions in Australia




AS 1824.1:1995 – Insulation Co-ordination - Definitions, Principles and Rules

AS 3600:2009 - Concrete Structures

AS 4100:1998 – Steel Structures

AS/NZS 4600:2005 – Cold Formed Steel Structures

AS 4799:2000 - Installation of Underground Utility Services and Pipelines within Railway Boundaries

AS/NZS 7000:2010 - Overhead Line Design – Detailed Procedures

HB 331:2012 – Handbook – Overhead Line Design

IEEE Std 1222:2004 - IEEE Standard for All-Dielectric Self-Supporting Fiber Optic Cable

2.3. Queensland Legislation Electrical Safety Act 2002

Electrical Safety Regulation 2002

Work Health and Safety Act 2011

Work Health and Safety Regulation 2011

Electricity Act 1994

Electricity Regulation 2006

2.4. Other Documents ASCE No. 74 - Guidelines for Electrical Transmission Line Structural Loading - 3rd Ed.

Building Code of Australia (BCA) – National Construction Code 2012

Reding, J.L. 2003. BPAs Probability-Based Clearance Buffers-Part 1: General Development, IEEE Transactions on Power Delivery, 18(1), 226-231

3. DEFINITIONS, ABBREVIATIONS AND ACRONYMS 3.1. General Definitions 3.1.1 Cable: Any aerial cable e.g. stranded conductor, earthwire, OPGW, ADSS, pilot cable, aerial bundled cable, covered conductor.

3.2. Definitions of Structure Types 3.2.1 Intermediate (Tangent) Structure: A structure where the conductor is supported by insulation that is usually perpendicular to the conductor. Insulator types include I string, V string, horizontal V, line post, braced line post.

3.2.2 Strain Structure: A structure where the conductors are terminated with insulators in series with the conductor. The structure is incapable of resisting termination loads on one face of the structure alone. 3.2.3 Termination (Dead-End) Structure: A structure where the conductors are terminated with insulators in series with the conductor. The structure is capable of resisting terminated conductor loads on one face of the structure.




3.3. Definition of Span Types 3.3.1 Span: Usually refers to the horizontal distance between two adjacent structures. 3.3.2 Level Span: A span where the conductor attachment points are at the same level. 3.3.3 Inclined Span: A span where the conductor attachment points are at different levels. 3.3.4 Dead-End Span: A single span where the conductor is terminated at both ends to either a strain structure or a termination structure. 3.3.5 Ruling Span: A level, dead-end span whose tension behaviour, is equivalent to a series of inclined spans where the intermediate supports permit longitudinal swing or deflection such that tension equalisation occurs. 3.3.6 Weight Span: The length of conductor used to calculate the vertical load that the conductor imposes on the supporting structure. The horizontal distance between the low point of sag in the back span and the low point of sag in the fore span is normally used as an approximation where there is uniform vertical loading in both spans. The weight span on a particular structure may change as the conductor loading changes (wind pressure, conductor temperature, ice thickness). 3.3.7 Wind Span: The length of conductor used to calculate the wind load that the conductor imposes on the supporting structure. The average of the back span and the fore span is normally used as an approximation where there is uniform horizontal transverse loading in both spans.

3.4. Definition of Load Types 3.4.1 Vertical Structure Load: Conductor loads (intact or broken) and maintenance loads imposed on the structure in the vertical direction (usually but not necessarily on crossarms). This will typically include the weight of conductor, the vertical component of conductor tension during stringing, the weight of insulators and fittings, men and tools.

3.4.2 Longitudinal Structure Load: Conductor loads (intact or broken), wind loads and maintenance loads applied to the structure in the longitudinal direction of the structure centreline (generally in the direction of the conductors).

3.4.3 Transverse Structure Load: Conductor loads (intact or broken), wind loads and maintenance loads applied to the structure in the transverse direction of the structure centreline (generally in the direction perpendicular to the conductors).

3.4.4 Wind Load: The wind load is the force resulting from wind imposed onto an object with a nominated area exposed to the direction of the wind and with a nominated aerodynamic shape factor (drag coefficient). For objects (e.g. conductor) larger than the width of the wind gust, a pressure reduction (span reduction) factor is applied. For objects that are not solid (e.g. lattice tower), the drag coefficient is determined by the solidity ratio and wind direction.

3.4.5 Effect of Wind: The effect of a wind load is the axial stress, shear stress, bending stress, torsional stress or combined stress produced in resisting components.

3.4.6 Wind Pressure: For strength limit state design the wind pressure is derived from the 3 second wind gust (design wind speed) with the specified return period that has been factored for direction, terrain, height, shielding and topography.

3.4.7 Residual Static Load: The redistributed and equalised conductor tension subsequent to a broken conductor.

3.4.8 Broken Conductor Load: The loads imparted upon the failure of a conductor.

3.4.9 Construction and Maintenance Load: Loads due to the weight of linespersons and associated tools, and conductor loads associated with stringing activities, such as vertical loads imparted from brakes and winches and additional weight span from cables being removed from adjacent structures.




3.4.10 Dead Load: Dead loads or permanent loads are static forces that are relatively constant for an extended time.

3.4.11 Live Load: Live loads, imposed loads or dynamic loads are temporary, of short duration (not cyclic), or moving.

3.5. Electrical Definitions 3.5.1 Space Potential: Space potential is the voltage (electric potential) of a point in space relative to remote earth. Points with the same voltage define an equipotential surface. The rate of change of space potential with distance defines an electric field.

3.6. Acronyms and Abbreviations The following acronyms and abbreviations appear in this standard, units used are given where applicable.

AAC All Aluminium Conductor

AAAC All Aluminium Alloy Conductor

ACSR/AC Aluminium Conductor Steel Reinforced (Aluminium Clad)

ACSR/GZ Aluminium Conductor Steel Reinforced (Galvanized)

ADSS All Dielectric Self Supporting Optical Fibre Cable

CBL Calculated Breaking Load (kN)

DTM Digital Terrain Model or Digital Elevation Model

EDMS Electronic Document Management System

EMF Electromagnetic Field

GIS Geographical Information System (Smallworld)

OHEW Overhead Earth Wire

OPGW Optical Fibre Ground Wire

RS Ruling Span (m)

RSL Residual Static Load (kN)

SAS System Alteration Sketch

SC/AC Steel Conductor (Aluminium Clad)

SC/GZ Steel Conductor (Galvanized)

SRF Span Reduction Factor

SWMS Safe Work Method Statements

SWP Standard Work Practices




4. SAFETY LEGISLATION AND POLICIES 4.1. General Safety is a paramount concern of Ergon Energy and all design and supply of lines and materials must take into account all safety implications for its construction, maintenance, operations, and ultimate disposal.

4.2. Ergon Energy Work Health and Safety Policy Ergon Energy is committed to working in a way that ensures the health and safety of its employees, contractors, customers and members of the public.

To support this commitment, Ergon Energy shall:

• Continually reinforce that working safely is a mandatory condition of employment for all employees and contractors.

• Implement a Health and Safety Management System that not only meets all statutory and industry health and safety requirements, but also aims to achieve best practice.

• Ensure all levels of management demonstrate commitment to and are accountable for community and workplace health and safety.

• Establish and measure occupational health and safety programs to reduce work-related injury and illness.

• Continue to deliver comprehensive safety leadership programs.

• Integrate community and workplace health and safety requirements into all relevant business processes and decisions.

• Consult and involve employees in the development and implementation of workplace health and safety programs that strive for continuous improvement towards zero injuries.

• Develop and implement procedures and work practices which minimise and manage exposure to workplace hazards and risks.

• Ensure all employees and contractors have the information, training and equipment required to competently and safely perform their work.

• Provide and manage the rehabilitation of injured/ill employees.

• Recognise, reward and promote employees who demonstrate positive safety behaviours and take personal responsibility for their safety and those around them.

• Allocate adequate resources to fulfil the aims of this policy.

• Monitor and report compliance with statutory, industry and corporate health and safety requirements.

4.3. Queensland Electrical Safety Legislation The Qld Electrical Safety Act 2002 provides that an electricity entity has an obligation to ensure that its works:-

(a) are electrically safe, and

(b) are operated in a way that is electrically safe

The Qld Electrical Safety Act 2002 provides that the designer of electrical equipment or an electrical installation has an obligation to ensure that:-

(a) the electrical equipment or installation is designed to be electrically safe, and




(b) if the designer gives the design to another entity who is to give effect to the design, the design is accompanied by information about the way the electrical or installation must be used and installed to ensure the equipment or installation is electrically safe.

The Qld Electrical Safety Regulation 2002 provides the following requirements that apply for the works of an electricity entity:-

(a) the works must be able to perform under the service conditions and the physical environment in which the works operate;

(b) the works must have enough thermal capacity to pass the electrical load for which they are designed, without reduction of electrical or mechanical properties to a level below that at which safe operational performance can be provided;

(c) to the greatest practicable extent, the works must have enough capacity to pass short circuit currents to allow protective devices to operate correctly;

(d) the works must have enough mechanical strength to withstand anticipated mechanical stresses caused by environmental, construction or electrical service conditions;

(e) the works must be—

(i) designed and constructed to restrict unauthorised access by a person to live exposed parts; and

(ii) operated in a way that restricts unauthorised access by a person to live exposed parts;

(f) design, construction, operation and maintenance records necessary for the electrical safety of the works must be kept in an accessible form;

(g) parts of the works whose identity or purpose is not obvious must be clearly identified by labels, and the labels must be updated as soon as possible after any change is made to the works;

(h) electrical equipment intended to form part of the works of an electricity entity must undergo commissioning tests and inspection to verify that the electrical equipment is suitable for service and can be operated safely when initially installed or altered.

4.4. Work Health and Safety

4.4.1 Work Health and Safety Act

The Queensland Work Health and Safety Act 2011 provides the framework to protect the health, safety, and welfare of all workers at work, and of all other people who might be affected by the work.

Under the WH&S Act everyone has duties (obligations), and the duties for a person conducting a business or undertaking are defined and involve:

• management or control of workplaces

• management or control of fixtures, fittings or plant at workplaces

• design of plant, substances or structures

• manufacture plant, substances or structures

• Importation of plant, substances or structures

• supply plant, substances or structures

• installation, construction, commissioning plant or structures




Designers of plant, structures or substances have a duty:

(a) To Ensure Health and Safety in The Workplace

A designer of a plant, structure or substance that is to be used, or could reasonably be expected to be used, at a workplace must ensure all workplace activity relating to the plant, structure or substance, including its handling or construction, storage, dismantling and disposal is designed to be without risks to health or safety.

(b) To Test

A designer of the plant, structure or substance must carry out tests and examinations sufficient to ensure that when used for its intended purpose it is safe and without risks to health or safety.

(c) To Provide Information

Information must be made available to those for whom the plant, structure or substance was designed about its intended purpose, test results and any conditions necessary to ensure that it is safe and without risks to health or safety, when used for its intended purpose.

Management

or control

Designers, suppliers, importers,

manufacturers, installers of

plant, substances or

structures

Officers

Person who conducts a business or undertaking

Reasonably practicable

Workers and other persons

Primary duty Duties related to specific activities

Duties related to specific role

Due diligence

Reasonable care

4.4.2 Reasonably Practicable

A Person conducting a business or undertaking must ensure, so far as is reasonably practicable the health and safety of:

• workers (broadly defined) engaged, or caused to be engaged by the person; and

• workers whose activities in carrying out work are influenced or directed by the person; and

• other persons are not put at risk from work carried out as part of the conduct of the business or undertaking

A person conducting a business or undertaking must ensure, so far as is reasonably practicable:

• provision and maintenance of a work environment without risks to health and safety

• provision and maintenance of safe plant and structures

• Provision and maintenance of safe systems of work

• Safe use, handling and storage of plant, structures and substances

• Provision of adequate facilities

• Provision of information, training, instructions or supervision

• Monitoring of workplace conditions




Reasonably practicable, in relation to a duty to ensure health and safety, means that which is, or was at a particular time, reasonably able to be done in relation to ensuring health and safety, taking into account and weighing up all relevant matters including:

(a) the likelihood of the hazard or the risk concerned occurring; and

(b) the degree of harm that might result from the hazard or the risk; and

(c) what the person concerned knows, or ought reasonably to know, about the hazard or the risk; and

(d) ways of eliminating or minimising the risk; and

(e) the availability and suitability of ways to eliminate or minimise the risk; and

(f) after assessing the extent of the risk and the available ways of eliminating or minimising the risk, the cost associated with available ways of eliminating or minimising the risk, including whether the cost is grossly disproportionate to the risk.

4.4.3 Safety in Design (Risk Management)

Safety in Design is defined as the integration of hazard identification and risk assessment and control methods early in the design process to eliminate, and if this is not reasonably practicable, minimise the risk to health and safety throughout the life of the product being designed.

The Designer shall document using the Safety in Design Risk Assessment Form any hazards or risks associated with the design, construction or ongoing operation and maintenance of the structure in the design development phase. These risks must be assessed, and any residual risks assessed as higher than a low risk must be documented in the Simple Project Risk Management Plan. For design works undertaken by an Ergon Energy Designer, the Designer will supply a Simple Project Risk Management Plan (SPRMP) detailing any specific risks or hazards not covered by Ergon Energy’s Standard Safe Work Method Statements (SWMS), Standard Work Practices (SWP), or Work Instructions for identified risks or hazards for the construction work.

Refer: ES000905R104 Safety in Design Reference

ES000905F102 Safety in Design Risk Assessment Form

PW000702F100 Simple Project Risk Management Plan




5. GENERAL 5.1. Route Acquisition Securing the line route precedes the Detailed Engineering Design. Alternative routes may need to be investigated.

Most of the design parameters in the following section will be required to assess the engineering feasibility of route options. The deliverables suffixed with an asterisk form part of the Engineering Design.

• Approved route plan on cadastral background and orthophotograph (*)

• Schedule of property owners and access requirements

• Third party approvals (Telstra, Railways, Main Roads, Council, PowerLink) (*)

• Noxious weed survey

• Vegetation clearing approvals where construction is expected to occur within 5 years

• Technical Specification for Clearing and Access (*)

• Estimated clearing and access cost (*)

• Vegetation clearing and access complete

• Environmental Planning for Work Risk Assessment

• EMF report (for community consultation) (*)

• Engineering Report indicating typical structure types, typical structure heights and span lengths on flat terrain, minimum ground clearances, conductor swing, easement width, and typical staying requirements (for community consultation) (*)

• Dial Before You Dig search (*)

• Technical Specification for Surveying (Cadastral and Engineering) (*)

• Estimated surveying cost (*)

• Registered Easement Surveys and signed Wayleaves

• Centreline Survey (DTM) suitable for complete design (*)

• High resolution orthorectified imagery (*)

• Resumptions and compensation complete

• Technical Specification for Site Investigation (Geotechnical, Soil Resistivity) (*)

• Estimated site investigation cost (*)

• Geotechnical Assessment or Investigation (*)

If structure positions are a necessary requirement for community consultation then the route acquisition shall be completed without business approval and tenders (or work order in the case of Ergon Energy design) for the complete design shall be called. The specification shall clearly state the iterative nature of the design given that route approval is conditional upon centreline location and structure locations.

5.2. Design Parameters At the commencement of design the project scope shall include as a minimum

• Approved line route which provides:




o Route length

o Climatic conditions (wind region, wind speed, wind direction, temperatures, lightning ground flash density)

o Seismic conditions

o Topographical features (terrain category, altitude)

o Pollution level (insulation, conductor and earthwire construction type)

o Environmental and Cultural Heritage Requirements

• Operating voltage (the line may initially be energised at a lower voltage) which provides:

o Minimum conductor diameter

o Minimum ground clearances (reference height for wind speed)

o Structure family

• Design working life for the line (typically 50 years)

• Security level (importance level, reliability)

• Operational requirements which provides:

o Construction type (live maintenance)

o Switch locations

o Protection settings – auto reclose times

o Lightning performance requirements (shielding, arresters)

o Communication requirements (OPGW and fibre count)

• Connection points:

o Substation general arrangement drawing, to scale, with dimensions and survey reference

o Reactive power compensation

o Tee in existing structure details

o Phasing arrangement

• Number of circuits including subsidiary circuits

• Maximum power demand which provides:

o Conductor size (voltage drop)

o Maximum operating temperature

o EMF exposure

• Earth fault current level which provides:

o Earthwire size

o Step and touch potential hazard

o Induction hazard

• Constructability issues that may determine the location of termination structures:

o Outage restrictions

o Powerline crossing requirements

o Staged construction requirements




o Time to restore line to service during an emergency

o Induction from parallel powerlines

5.3. Design Deliverables The completed design shall incorporate:

• Approved drawings suitable for entering into Ergon Energy’s EDMS

• Construction Specification and Schedules for Pricing

• Safety in Design Risk Assessment

• Bill of Materials

• Structure pegging complete

• Assets recorded into Ergon Energy’s GIS

• System operating diagram updated (SAS)

• For minor jobs the Designer may be required to complete an Environmental and Cultural Heritage Risk Assessment. The requirement for these will be nominated in the Project Scope.

5.4. Construction Support Where the contractor is required to offer construction support it shall include:

• On-site supervision

• Engineering Certification that the line was constructed in accordance with the Design Specification

• Engineering Support and Certification where departures are required

• Sourcing of material shortfalls

• Dispute resolution (technical not commercial)

• Construction records

• “As-built” mark ups of Design Drawings and Ergon Energy’s GIS.

5.5. Design Drawings

• Profile and long section drawings. These shall include conductor type, maximum design temperature and the minimum clearance provision.

• Pole Schedules. These shall be in a tabulated format, summarising the details of the line. Phasing diagrams

• Stringing tables

• Stay layout sheets

• Pegging sheets

• Structure drawings (if utilising non-standard structures)

• Rail crossing drawings (if applicable)

• Other powerline crossing drawings (if applicable)

• Navigable waterway crossing drawings (if applicable)

• Landing span drawings

• For non-standard structures




o General arrangement and bill of materials

o Steelwork fabrication details

o Pole manufacturing details

o Electrical clearances

o Design loading capacity with load factors

o Structure test reports

All drawings shall be produced via a computer aided drafting (CAD) package suitable for uploading to and being stored within Ergon Energy’s system. Drawings which, in the opinion of the Superintendent, are of an inadequate standard will be rejected.

All drawings shall comply to AS 1100.101 - Technical drawing, Part 101: General principles for:

• Sheet sizes A4, A3 (preferred) and A2.

• Frame format lines - requirements.

• Title blocks.

• Types of lines.

• Scales.

• Projection - third angle preferred.

• Sections and dimensioning.

• Lettering, numerals and symbols.

• Conventions for the representation of components.

All drawings shall have a standard Ergon Energy drawing frame and title block. Contractor’s title blocks may be added above the Ergon Energy title block.

Each drawing will be allocated an Ergon Energy drawing number and sheet numbers as required by Ergon Energy. A separate number will be allocated for each drawing type in the series of drawings covering the project. The drawing number and the agreed title conforming to the Ergon Energy drawing registration requirement shall be placed in the title block area by the Contractor. Where drawing numbers are used for cross reference purposes within a drawing the applicable Ergon Energy reference number shall be used. Contractors may add their specific number if required in the contractors allocated area.

For general drafting Ergon Energy uses AutoCAD. Drawing files shall be supplied in .DWG format if suitable or in interchange .DXF format on a recordable compact disk, recordable DVD or USB memory card (any such media shall be non-returnable).

A Transmittal Form shall accompany all document deliveries. An example is Ergon Energy’s Transmittal Form - NI000401F104

The layering convention used by the Contractor supplying drawings in .DWG or .DXF format shall be forwarded identifying the information created in each layer.

5.6. Standard Construction Drawings Line layouts shall utilise the Ergon Energy Sub-transmission Standards wherever possible. Deviation from the standards requires the approval of the Manager Engineering Line Design Standards.




5.7. Specifications The design shall incorporate and be in accordance with the Ergon Energy Sub-transmission Construction Manual Drawings and Ergon Energy Sub-transmission Standards Specifications. Any proposed deviation from these standards shall be submitted to the Manager Engineering Line Design Standards for review.

6. ELECTRICAL DESIGN 6.1. Insulation Insulation coordination shall be in accordance with AS1824.

Ergon Energy utilises the following insulation arrangements (on conductive structures), as a minimum:

Line Type Insulation Arrangement

66kV Suspension Strings 5x70kN Glass Discs With Zinc Sleeves and W Clips

6x70kN Glass Discs With Zinc Sleeves and W Clips 66kV Strain Strings* (Dependant on conductor size) 6x125kN Porcelain Discs With Zinc Sleeves and R Clips

5x70kN Glass Discs With Zinc Sleeves and W Clips 66kV Bridging Strings

Ceramic Post Insulator

66kV Line Post Insulators Silicone Line Post Insulator

132kV Suspension Strings 9x70kN Glass Discs With Zinc Sleeves and W Clips

132kV Strain Strings* 10x125kN Porcelain Discs With Zinc Sleeves and R Clips

9x70kN Glass Discs With Zinc Sleeves and W Clips 132kV Bridging Strings

Ceramic Posts *Termination strings on substation landing spans should contain an extra disc or equivalent.

Standard insulator assemblies are detailed in the Ergon Energy Sub-transmission Construction Manual, and shall be used unless otherwise negotiated. It remains the responsibility of the Designer to notify Ergon Energy if the Standard assemblies are not suitable for use. Requests to use alternate equivalent products should be submitted to the Manager Engineering Line Design Standards however, Ergon Energy reserves the right to refuse such requests.

The level of insulation provided on a line should take into account the pollution levels of the surrounding environment. Insulation shall be co-ordinated such that strain assemblies have higher levels of insulation than bridging, suspension and post insulator assemblies.

Disc insulators shall be placed such that the sheds do not collect water or debris, i.e. discs may need to be inverted on landing spans.

Air break switches should also have higher levels of insulation, in order to divert fault currents to adjacent structures.

Wherever possible, disc insulators shall be used in preference to synthetic long rods, due to their superior lifespan and the susceptibility of synthetic insulators to wildlife attack.




6.2. Conductors Standard conductors are provided in the table below with the applicable voltages. There are many in-service lines built over the last 60 years that utilise conductors other than these. If modifications are required to these lines, an assessment with the Asset Owner is required to determine the conductor to be used.

No new lines shall utilise HDBC. No new line shall utilise AAC where the vibration catenary constant is greater than 1000m. ACSR shall only be considered where

• the line is located in a cyclonic region (to resist severance from flying debris)

• there is a high fire risk – especially on ridges (annealing of aluminium)

• the tension is high enough to straighten kinks (vibration catenary constant greater than 1000m)

All ACSR conductors shall be greased.

The selection of conductor type shall be based on the rating, spanning requirements, land use along the line, cyclonic region, cost, and pollution levels.

Construction Conductor Diameter (mm)

OHEW 33 /66kV 110 /132kV

SC 7/2.75 SC/AC 8.25 Y N N

ACSR Sultana 9.0 Y N N

Banana 11.3 Y N N

Cherry 14.3 Y Y N

Grape 17.5 N Y Y

Lime 24.5 N Y*** Y***

AAAC Iodine 14.3 N Y** N

Neon 18.8 N Y Y

Nitrogen 21.0 N Y Y

Oxygen 23.8 N Y Y

Selenium 29.3 N Y*** Y***

Sulphur 33.8 N Y*** Y***

*Where conditions warrant, e.g. high pollution levels, the equivalent ACSR/AC conductor may be used instead of the ACSR/GZ conductor listed.

** in rural applications Iodine conductor should be avoided due to swing problems encountered due to its light weight.

***Ergon Energy Standard Structure Types do not support these conductors.




Minimum single wire conductor sizes for corona are:

Nominal Voltage Min. Phase – Phase Separation (m)

Min. Conductor Diameter (Dry and weathered) (mm)

Min. Conductor Diameter (Wet) (mm)

33kV 1.0 & 1.5 2.0 & 1.8 7.5 & 7

66kV 1.5 & 2.0 5.4 & 5.0 19 & 17.5

132kV 3.2 12.5 42

220kV 5.0 23.1 bundle

6.3. Earthing and Lightning Protection Structures shall be designed so that an earthing resistance of 10 ohms is achieved at each structure along the line and 5 ohms where structures are within 2km of a substation (unless otherwise detailed in the scope), these readings shall be taken before the OHEW is connected. Additional earthing may need to be installed to meet this requirement.

Grading rings shall be nominated on all poles accessible to the public in urban areas. A risk assessment shall be undertaken to determine if poles on rural lines require grading rings.

Where Standard Ergon Energy structures are not able to be used, the structure geometry shall be designed to achieve the lightning performance better than 2 outages per 100km per year.

The OHEW shall be sized to carry (without damage) the designated earth fault currents that could be reasonably anticipated over the life of the line. For a line with reclosers, the earthwire shall survive the initial fault plus one reclose onto the fault. In the absence of quantitative data, the following assumptions shall be:

• the arc resistance at the fault is 10 ohms

• the first span of OHEW outside the substation shall take 100% of the fault current (this usually requires two OHEWs, however two may also be required for shielding from lightning)

• the first 2 km of OHEW outside a substation (source or destination) shall handle 80% of the earth fault current

• the remainder of the OHEW shall survive 50% of the fault current

OHEW shall have a steel content such as OPGW, ACSR or SC construction. The minimum outer strand size shall be 2.75mm for steel and 3.0mm for aluminium to reduce the likelihood of strand fusion from a direct lightning strike.

6.4. Communications The standard communications cables for lines shall be OPGW. Ergon Energy uses special designs for these, being:

• 11.4mm (24 fibre)

• 14.0mm (24 and 48 fibre)

• 17.7mm (24 fibre)

Refer Annex B for OPGW specifications.

New lines shall typically utilise OPGW as an earthwire and communication path. Where existing lines and structures are modified for communications, it may be possible to under sling OPGW where clearances and structural capacities permit. Do not use standard polyethylene ADSS where the space potential is greater than 12kV(rms) due to the dry band arcing failure mechanism.




Special track-resistant jackets are required for space potentials up to 20kV(rms) or high pollution areas.

6.5. Electric and Magnetic Fields The Designer shall undertake EMF calculations for submission to Ergon Energy’s Environmental Projects Engineer. Designs shall be in accordance with ES000904R104 – EMF Guideline for New Infrastructure.

7. STRUCTURAL LOADING 7.1. General The mechanical and civil design must ensure that the line performance will comply with all relative National and State Legislation, that the line can be readily constructed and maintained using standard industry practices and tooling, and that routine maintenance can be affected without loss of supply.

The design shall ensure premature failure of components does not occur from fatigue stresses, abrasion or corrosion or other serviceability conditions that will be encountered within the design operating parameters for the line.

The structural loads on lines shall be designed in accordance with AS/NZS 7000 and the following Ergon Energy requirements.

Where Ergon Energy Standard structures are used, the structural limit state design loads must be within the structure capacities given in Annex A.

7.2. Wind Loads Wind loads shall be calculated in accordance with AS/NZS 1170.2 – 2011, AS/NZS 7000 -2010 and the Building Code of Australia.

The following criteria shall apply as a minimum

• Wind region as per AS/NZS 1170.2

Where lines of significant length crossover wind regions, the appropriate region can be applied to each respective section, however any change in wind pressure along the line should be done at a termination structure, with the higher wind pressure applied to the structure itself.

• Regional wind V200 wind speed.

• Terrain category 2

• Shielding multiplier 1.0

• Height and topographic multiplier as encountered.

• Drag coefficient for conductor 1.0 (where standard Ergon conductors are used).

The drag coefficients for pole structures and steel work should be determined as per AS/NZS 1170.2.

A load factor of 1.2 shall be applied to the wind forces on the conductors and structures in cyclonic regions. Due to the geographic nature of the Ergon Energy network, there are higher concentrations of lines within cyclonic regions, where multiple failures are likely to occur, and there is a high probability of loss of life and damage as a result. This load factor also brings the wind pressures in line with pressures (V500) that have historically been used within cyclonic regions and have shown to be suitable. The V200 wind pressures for non-cyclonic areas also remain in line with past design practices and have proven satisfactory in these regions.




A minimum design wind pressure of 1200Pa (inclusive of SRF) shall be used on all conductors, regardless of region.

Span reduction factors shall be taken into account as per AS/NZS 7000

Higher wind pressures are generally used for landing spans entering substations and associated supporting structures, as these assets are designed to a higher importance level. These should be designed in accordance with SS-1-1.8 which requires:

• Cyclonic region C

• V2000

• Terrain category 2

The pressures used for structure electrical clearances (AS/NZS7000 clause 3.8.2) shall be the low wind, moderate wind and high wind weather cases given in 7.4.4.

Refer Annex C for Indicative Wind Pressures.

7.3. Seismic Conditions Generally, transmission lines are not susceptible to damage from dynamic forces resulting from seismic activity. Non-standard structures with ancillary equipment such as transformers may experience negative impacts and these should be considered in accordance with AS1170.4

7.4. Standard Weather Cases

7.4.1 Weather Case

Many strength and serviceability criteria assume that the line is subjected to a given combination of wind, ice (or snow) and conductor temperature. Such a combination is called a "weather case".

All cable sag and tension calculations, and consequently all loads and clearance calculations, are done at designated weather cases. A table of weather cases is typically used for:

• Specifying the tension constraints

• Checking the strength of the structures

• Checking various geometric clearances (to ground, blowout, between phases, swings, galloping etc.)

• Checking ground wires and conductors tensions

• The weather case assumed to cause metallurgical creep on conductors

• The heavy load case which potentially causes permanent stretch of the cable

• Displaying the cable at various temperatures

The weather cases required for producing sag tables are not tabulated.

Wind direction is required for structure strength calculations at line deviations. The wind direction for sag/tension calculations is assumed to be normal to the span and defined as blowing from the left or the right hand side.

7.4.2 Cable Condition (PLS CADD modelling)

Whenever a weather case is required then the cable condition and analysis method is also required. The cable conditions are:

Condition Description

Initial New cable is assumed to be in its Initial condition for the few hours that follow its




Condition Description installation.

Creep Cable is in its final after Creep condition after it has been assumed exposed to a particular creep weather condition for a long period of time, Ergon Energy uses 10 years. The permanent elongation is predominately due to metallurgical creep. It is normally assumed that the weather case that causes creep consists of a no wind or ice condition at some average temperature. The “Creep” weather case given in Error! Reference source not found. is used to determine the cable stress and subsequently the long term strain value to apply for the after creep condition. The same cable temperature shall be used in the creep prediction calculations used to define the “after creep” stress/strain curve.

Load The final after Load condition assumes that the cable has been permanently stretched by a specified weather condition that causes large tensions. The permanent elongation is predominately due to strand settlement. For the linear elastic cable model, the Initial and After Load conditions are identical.

Max Sag This is NOT a cable condition. It is used to display the maximum sag produced by either the Creep or the Load cable condition. The Initial cable condition will never produce the maximum sag.

7.4.3 Analysis Method

The type of analysis performed to generate the cable tensions are the Ruling Span (RS) and the Finite Element (FE) method.

With the ruling span (RS) method, the actual length of cable in each span is not used in the analysis, as tensions are based on the equivalent ruling span. The horizontal tensions in all the spans in the tension section are the same. This is the traditional method used for line design.

With the finite element (FE) method, the analysis is based on fixed unstressed lengths for each cable in each span. This method assumes that the horizontal tensions in all the spans in the tension section are the same at the reference sagging weather case and cable condition. This results in suspension insulators being plumb only for this sagging condition. The following actions will result in tension differences (longitudinal structure loads) in the tension section:

• changing the weather case or cable condition

• movement of a structure (longitudinally, transversely or vertically)

• changing the structure geometry or structure stiffness

• adding or removing a structure

• adding a concentrated load in a span

• removing or adding a length of cable into a span

Therefore the following combinations of cable condition and analysis methods are available

• Initial RS

• Creep RS

• Load RS

• Initial FE

• Creep FE

• Load FE




The cable condition (Creep or Load) producing the largest sag for the specified weather case is displayed when the following “cable condition” is selected

• Max Sag RS

• Max Sag FE




7.4.4 Queensland Weather Cases

Name Temperature Wind Pressure Cable

Condition

Usage

Cold Daily mean minimum temperature of the coldest month. Refer to Figure 1 for typical values. Example Townsville 15°C.

No wind. Initial

(1)Serviceability limit state tension constraint whilst stringing new conductor. The cable tension shall be no greater than 1.25 times the vibration tension limit. (2) Calculate the slack in a span. (3) Weight span check.

Vibration

Average conductor temperature of the coldest month. In the absence of detailed data the average of the daily mean maximum temperature and the daily mean minimum temperature may be used. It is assumed that the ambient temperature and the conductor temperature are the same. Refer to Figure 2 for typical values. Example Townsville 20°C.

No wind. After creep

Fatigue limit state for tension constraint - AS/NZS 7000 Table Z1 therein defined as "everyday load". Used to limit fatigue damage due to Aeolian vibration. For OPGW a fatigue limit of 18% CBL shall apply.

Creep

The average day/night cable temperature over its economic life. For heavily loaded feeders (e.g. from a generator) the cable temperature will be above the ambient temperature. Refer to Figure 3 for ambient temperatures. Example Townsville 22°C.

No wind. N/A Weather case used to calculate the permanent stretch due to creep.

50C 50°C as specified in AS/NZS 7000 equation 3.1 No wind. Max sag Used to check mid-span conductor separation.

Hot Ambient

The hot ambient temperature used for calculating the maximum operating temperature of the cable. Refer to Figure 4 for trends. Also refer to: Weather Parameter Analysis for Ergon Energy Overhead Line Ratings http://esp/am/sd/dpc/ncu/Shared%20Documents/Weather%20Parameter%20Analysis%20for%20Ergon%20Energy%20Overhead%20Line%20Ratings%20V2.0%20Final.pdf

No wind. Max sag

Used for calculating intercircuit clearances. Example upper circuit at maximum operating temperature coincident with the lower subsidiary circuit at the hot ambient temperature. ENA C(b)1-2006 required the subsidiary circuit to be at everyday temperature (Fig 10.4.2) but this is not required by AS/NZS 7000:2010 Fig 3.7.





Condition

Usage

Max Op Temp

Maximum operating cable temperature with rated current at hot ambient temperature and low coincident wind speed. Typical range 75 to 100°C.

No wind. Max sag

Used to calculate ground clearances, weight spans and intercircuit clearances. The maximum operating temperature for a subsidiary circuit may differ from the primary circuit. Use Max Op Temp xxC and Max Op Temp yyC.

Low Wind Coldest temperature for maintenance activities with coincident wind. Typical value 15°C.

The wind pressure when maintenance activities such as live structure climbing are ceased. Typical deterministic value 100Pa (46km/hr).

After creep

(1) Serviceability tension constraint where the cable tension is limited to 40% of its CBL to allow for maintenance activities that affect cable tensions. (2) Used to calculate suspension insulator swing angles and electrical clearances for live line climbing and working. A warmer temperature will produce tighter clearances for flying angle structures with the wind opposing the line deviation but these structures are in the minority.

Moderate Wind

Temperature during a thunder storm event. Typical value 20°C

The transverse wind pressure assumed to occur (with low probability) simultaneously with a lightning event. Typical deterministic range 100Pa (46km/hr) to 300Pa (80km/hr).

Max sag

Used to calculate suspension insulator swing angles and electrical clearances to withstand a lightning impulse (or back flashover for properly shielded lines). Clearances based on AS/NZS 7000 Table 3.4.

High Wind Low temperature during a high wind event. Typical value 20°C

The infrequent transverse wind pressure that could lead to a power frequency flashover. Typical deterministic value 500Pa (104km/hr).

Max sag Used to calculate suspension insulator swing angles and electrical clearances to withstand a power frequency flashover.

Blowout High temperature during a high wind event. Typical value 35°C

The infrequent transverse wind pressure that could blow conductors close to adjacent buildings. Typical deterministic value 500Pa (104km/hr). #1

Max sag Calculate midspan swing to buildings. Clearances based on AS/NZS 7000 Table 3.8.





Condition

Usage

Failure Containment Cable temperature of the “Creep” weather case. 0.25 times the ultimate wind

pressure. Max sag Used to calculate the longitudinal loads resulting from a broken cable. AS/NZS 7000 clause 7.2.7.1.

Ultimate Wind

Coincident conductor temperature at the ultimate wind speed. Tropical cyclones and thunder storms usually occur in summer. Typical value 25°C.

Ultimate 3 sec. wind pressure when factored for return period, wind region, terrain category, height, shielding and topography. PLS factors being Weather Load Factor = 1 Wind Ht Adjust Model = None Wire Gust Response Factor = 1

After load.

(1) Strength limit state tension constraint. The strength reduction factor (AS/NZS 7000 Table 6.2) shall be no greater than 0.7 for conductor, 0.5 for OPGW; 0.4 for LV ABC and ADSS. (2) Weather case used to calculate the permanent stretch due to load. For the linear elastic cable model there is no permanent stretch.

Notes

#1 – The ruling span (RS) analysis method assumes that the wind blows uniformly in every span of the section and that the tension is the same in each span. More realistically the wind will have a narrow gust front that will produce much greater blowout when suspension insulators are used. These swing longitudinally into the higher pressure zone producing more slack. The effect of this increased blowout should be considered with regards to the required horizontal clearances.




Figure 1 - Cold Weather Case

http://www.bom.gov.au/jsp/ncc/climate_averages/temperature/index.jsp?maptype=3&period=jun




Figure 2 - Vibration Weather Case

http://www.bom.gov.au/jsp/ncc/climate_averages/temperature/index.jsp?maptype=6&period=jun




Figure 3 - Everyday Ambient Temperature

Everyday weather case temperature will be higher for heavily loaded lines.

http://www.bom.gov.au/jsp/ncc/climate_averages/temperature/index.jsp?maptype=6&period=an




Figure 4 Hot Ambient Weather Case

http://www.bom.gov.au/jsp/ncc/climate_averages/temperature-percentiles/index.jsp?prodtype=1&maptype=1&period=January&product=90th

7.5. Conductor Loads No ruling span of earthwire shall have less than 70mm of slack and no ruling span of conductor shall have less than 100mm of slack. This will provide an earthwire sag to conductor sag ratio of 84%. The conductor slack allows the load to be released off strain insulators while they are being replaced without over-tensioning the conductor. This slack is to be applied under the cold weather case. The following catenary constants are tabulated for various ruling spans.

Ruling Span (m) Maximum Earthwire Catenary Constant (70mm slack) (m)

Maximum Conductor Catenary Constant (100mm slack) (m)

10 24 20 15 45 38 20 69 58 25 96 81 30 127 106 35 160 134 40 195 163 45 233 195 50 273 228 55 315 263 60 359 300




Ruling Span (m) Maximum Earthwire Catenary Constant (70mm slack) (m)

Maximum Conductor Catenary Constant (100mm slack) (m)

65 404 338 70 452 378 75 501 419 80 552 462 85 605 506 90 659 551 95 714 598

100 772 645 110 890 745 120 1014 849 130 1144 957 140 1278 1069 150 1417 1186 160 1561 1306 170 1710 1431 180 1863 1559 190 2021 1691 200 2182 1826

To determine the ruling span tension:

CwH =

Where H = maximum ruling span tension (N)

C = maximum catenary constant from the table above (m)

w = cable weight (N/m)

This constraint cannot be automated in PLS and manual intervention is required for each ruling span section. It is a method of maintaining slack tensions for short span lengths. There is very little additional structure height required to implement this design rule. The vibration tension constraint eventually governs for larger ruling span lengths.

For larger ruling spans where the slack rule does not apply, the earthwire tensions are calculated based on an earthwire sag to conductor sag ratio of approximately 84%. This provides a greater shielding angle from the earthwire to the conductor at midspan without wind.

84.0

84.0C

C

EE

CE

HwwH

CC

=

=

Where:

CE = earthwire catenary constant (m)

CC = conductor catenary constant (m)

HE = earthwire tension (N)




HC = conductor tension (N)

wE = earthwire weight (N/m)

wC = conductor weight (N/m)

PLS gives the option to sag the cable using tensions or catenary constants. This option is in the “Preferences” menu.

7.6. Construction and Maintenance Loads Construction and maintenance loads shall include all loads that may arise during construction and maintenance of the line including stringing, rigging and men and equipment loads. These loads shall be applied with the “low wind” weather case (100Pa) applied to the structure, fittings and conductor.

In addition to the load combinations detailed in AS/NZS 7000 an unfactored vertical load of 4 x wind span x conductor weight + fittings + insulators shall be applied to crossarms. The weight span on a structure may be doubled if the conductor is lowered from adjacent structures and it does not reach the ground. A factor of 4 on steel crossarms is not onerous and provides a healthy safety margin.

The vertical capacity of termination structures shall be sufficient to allow for the possibility of pulling the conductors from directly below the attachment point, (i.e. vertical capacity = stringing tension with 2x live load factor).

The conductor tension under the low wind weather case, Ftm should be applied to longitudinal and transverse loads using a load factor of 1.5 (AS/NZS 7000 Table 7.3). It is assumed that only one phase will be maintained at any one time and this with a live load factor of 2.0 whilst the other phases have a 1.5 load factor.

Additionally loads factors of 0.8 and 1.25 shall be applied to conductor tensions relating to flying angle structures. The value of 1.25 is applied where the wind is blowing into the reflex angle and 0.8 when the wind is blowing into the obtuse angle.

7.7. Load Amplification (P-Delta) Effects The loads on the structure shall include and allow for second order moments caused by structure deflection.

7.8. Out of Balance Loads between Stays i.e. Disproportionate Loads Amongst Load Sharing Stays

Poles shall be of sufficient strength and stiffness to share conductor and other loads between stays without excessive deflection of the pole. Yoke plates or sheaves shall be used to balance loads onto a common stay anchor.

7.9. Erection Loads and Loads Due To Construction Tolerances Where unstayed pole structures are used, the poles shall be raked such that under everyday load conditions, the tip of the pole is vertically above the base at the groundline. The direction to be raked may need to be adjusted to allow for the conductor stringing sequence.

Temporary stays may need to be allowed for as per section 8.6.

7.10. Residual Static Load In the event of conductor breakage, the conductor tensions in adjacent spans are redistributed, due to movement in suspension strings and line post insulators, torsional rotation of poles and foundations, as well as deflection in steelwork. The unbalanced tension in the conductor or earthwire in the span adjacent to the break is known as the Residual Static Load (RSL).




In the absence of a detailed assessment, the RSL can be taken as 0.7 of the tension under the “creep” weather case (AS/NZS 7000 clause 7.2.7.1.5). When calculating the failure containment load, Fb, a wind pressure of 0.25 times the ultimate wind pressure should be applied to the RSL.

7.11. New Circuits on Existing Poles Where it is proposed to utilise existing structures to support heavier conductors or additional circuits, the structures are required to comply with current standards. This may require an assessment of the structure capacity and the loads applied to the structures.




8. STRUCTURE DESIGN 8.1. General Where Ergon Energy’s standard structure suite is not suitable for the transmission line, the Designer shall be responsible for the design and detailing of the line structures.

Thus, the Designer shall:

• Determine limit state design loads if not supplied by Ergon Energy.

• Prepare design calculations to ensure that the structures are adequate for the strength limit state loads specified and the specified serviceability conditions.

• Prepare detail drawings of all structure elements.

• Provide Certification of the design and drawings for all of the works, not coved by standard structures. Such Certification is to be provided by a Registered Professional Engineer of Queensland (RPEQ).

• Be responsible for ensuring that designs meet all of the strength, limit state, serviceability, dimensional, clearance and performance requirements of this manual, and all relevant Australian Regulations, Codes and Standards.

• Provide all of the construction, operation, maintenance and other facilities shown on or implicit in Ergon Energy’s typical designs, and in the Specification, Schedules and accompanying Drawings.

The Designer shall be responsible for the design and detailing of all joints, bolts, plates, packers, splices and connections to be in accord with the design loads for members.

The Designer shall detail ladders, platforms, step bolts, access landings, identification plates, anti-climbing barriers, maintenance facilities, earthing requirements and foundation set out dimensions and all information required to fabricate and erect the structures and foundations.

The design of the structures used shall include structure loading tree drawings, detailing limit state structure capacities for

• Strength

• Maintenance/Stringing

• Broken Wire.

Other load conditions shall be detailed as the Designer sees fit.

8.2. Failure Containment Strength co-ordination should be considered so that an appropriate failure sequence of components takes place in order to minimise damage to the transmission line and its structures. The general order of failure shall be:

1. Intermediate conductor supports (conductor clamp slippage)

2. Steelwork (cross arms, gainbases)

3. Pole

4. Foundations

5. Conductor

Successful failure containment may be achieved by

1. Providing sufficient longitudinal strength on all structures.




2. Providing redundancy in the event of a failed staywire/stay anchor (section 8.6).

3. Providing termination structures at regular intervals (section 10.6).

4. Limiting the effect of longitudinal loads by utilising a controlled load release mechanism (such as plastic deformation of steelwork or clamp slippage but not sudden load release caused by bolt shear).

5. Limiting the Residual Static Load (RSL) by utilizing hanger brackets, hinged horizontal V insulators or elastic structures.

Where load relief is provided by failure of steelwork, it should be in a ductile manner, whereby energy is absorbed by the plastic deformation of components. Where load relief is provided by conductor clamp slippage the strength co-ordination needs to be considered. AS 1154.3-2009 provides a holding tension (withstand slip) test for helical suspension or support fittings. Where a load release mechanism is critical to the design then the manufacturers Nominated Holding Tension (NHT) shall be specified on the drawings as part of the material requirements.

8.3. Structure Design Codes Structures shall be designed for the appropriate loads and load combinations in accordance with this manual and the relevant Australian Standards. The strength reduction factor of all components shall be as per AS/NZS 7000.

Structure Type Design Standard

Reinforced and Prestressed Concrete Poles AS 3600

Spun Reinforced Concrete Poles AS 4065 and/or relevant British Standard

Steel Poles AS 4100 and AS/NZS 4600 as appropriate

Steel Towers AS 3995

8.4. Pole Material Poles on new lines shall be steel or concrete structures with an OHEW. Maintenance or modifications on existing timber pole lines may utilise timber poles. If conductive structures are used on existing non-conductive lines without OHEW, consideration shall be given to the insulation co-ordination.

8.5. Crossarms Designs shall be arranged so that the pole steelwork (e.g. crossarms, earth peaks, ladders etc.) can be bolted to the pole and can be removed.

For the double circuit lines, the design shall allow removal of crossarms or post insulator brackets on one circuit whilst the adjacent circuit is live.

8.6. Stays The use of stays are an economical method to transfer the conductor tensions and wind loads from termination and flying angle structures to ground without significantly increasing the pole size. However they increase the overall footprint of a structure, this is undesirable in urban areas or where easement widths are constrained.

Stayed termination and strain structures shall be designed so all loading criteria can be met when the conductors are fully terminated in one direction. The appropriate load factors and capacity reduction factors shall be used in accordance with AS/NZS7000.




In order to minimise the risk of a line cascade in the event of a stay failure, stayed poles shall be designed so that at 500Pa any one stay is redundant, with the remaining stays and/or pole being able to take all wind and conductor loads, without failure.

As a general rule, suspension structures without deviation angles shall be self-supporting (unstayed).

For partially stayed structures, such as those stayed in one direction only, the load amplification due to stays shall be taken into account in the pole design i.e. the P-Delta load is amplified by the vertical component of stay tension.

Bollards may be used in built up areas or when staying across roads and driveways is required. The bollards shall be designed so that deflection under everyday conditions is minimised.

Where it is not possible to locate a stay in a safe location, and such a stay would only be required due to unbalanced stringing or maintenance loads, the provision for the installation of temporary stays should be allowed for by way of stay brackets and, if possible foundations. The construction schedules and Work Health & Safety Plan should be clearly marked, advising the need for the use of temporary stays.

For conductive poles (steel or concrete), stay insulators are to be included in the design to prevent circulating currents and thus to prevent electrolytic corrosion of the stay anchor. The insulation provided by porcelain guy insulators is sufficient for this purpose.

8.7. Durability and Design Life The structures and their footings shall be designed for a maintenance free life of 50 years. Thus steel poles or towers shall be galvanised. All steel up to 300 mm above ground level and below to full depth of foundation shall be concrete encased.

These requirements may be modified for temporary structures at the discretion of the Engineer.

8.8. Prototyping and Testing Prototyping shall take place for all structures not previously used, as well as when poles or steelwork is fabricated by an alternative supplier.

Generally all new designs should be load tested. The decision to load test structures should be made by the Designing Engineer, taking into account the following factors:

• Similarity of existing designs and design principles.

• Quantity of structures to be used, consideration should be given to their utilisation on future lines.

• Confidence in the adequacy of the design.

• Cost of testing.

The load testing shall confirm the overall strength of the structure as well as the strength coordination between components.

8.9. Detailing All structure drawings shall be prepared with the inclusion of the following items which detail the Principal’s requirements for the structures.

All structures shall incorporate attachment fittings such as hanger brackets and landing plates and shall provide a position for attachment of insulators.

The number of different parts shall be kept to a minimum in order to facilitate transport, erection and inspection. Pockets and depressions likely to hold water shall be avoided and all vertical flanges of members shall be orientated downward unless requirements dictate otherwise. If pockets are unavoidable then holes or outlets must be provided to ensure proper drainage.




Fasteners (nuts and bolts) shall be capable of being installed such that adequate clearance from adjacent structural members is provided to enable standard tools to be used for tightening.

Gusset plates shall be reduced to the minimum dimensions possible with all surplus material, sharp corners etc., cropped for safety and aesthetic reasons. The minimum thickness of gusset plates and angles shall be 6 mm and 5 mm respectively.

Bolt groups shall be compact and arranged for minimum eccentricity.

At all tension, suspension and maintenance plates and/or brackets the flanges of angles or any part of the structure shall not interfere with the free insertion or removal of any bolt or pin associated with line hardware or maintenance equipment.

The positioning of the various parts of a structure shall be such that contact areas are flat. Where necessary, members shall be cropped to maintain clearance from any adjacent member or corner radius.

8.10. Jointing of Members All leg and main structural members shall be jointed by butt or lap joints. Where lap joints are used for rolled steel angle members, or where butt joints are used with an internal butt angle, the heel of the inside angles being connected shall be chamfered to clear the fillet of the outside angle.

Such joints where they occur in any member shall be positioned as remotely as possible from the mid-point in the effective column length of that portion of the member concerned. An allowance such as reduction in normal design stress shall be made for eccentricities introduced by lap joints.

8.11. Erection Marks All members shall be stamped with an alphanumeric mark number to identify the member and also a mark to show whether the member is of high tensile or mild steel. Only fully interchangeable members shall have the same mark number. The Contractor shall supply appropriate information on the Drawings to enable the Superintendent to quickly and easily identify the position or mark of any member.

8.12. Bolts and Nuts All field connections between tower members shall be by means of galvanised or stainless steel bolts and nuts to Australian Standards.

The diameter of bolts shall be not less than 12 mm. The threads of all bolts shall be of I.S.O. Coarse Pitch series and bolt heads and nuts of the hexagonal type. The design capacity of bolts shall be in accordance with AS 4100.

All nominal braces shall be capable of transferring 2.5 percent (%) of connected main member loads and fastened with a minimum of one 16 mm diameter bolt.

All bolts shall be fitted with galvanised spring washers to AS 1968 and nuts.

Bolts in tension shall be also fitted with lock nuts or stainless steel split pins.

The threads of bolts shall in all cases project past the depth of the nut, when the nut is fully tightened, but such projection shall not exceed 10 mm.

The length of bolt shank shall be chosen to ensure that the plane or planes of shear of the members connected are clear of the bolt thread, and also the nut shall not be thread bound when tightened.




9. STRUCTURE FOUNDATIONS Standard foundation depths have been determined for Standard Structure Types. It is the Designers responsibility to assess the soil conditions along the line to determine the adequacy of these foundation designs. Where they are deemed not to be suitable the Designer shall design alternate foundations.

The sub-transmission line structure capacity shall not be limited by the capacity of the structure foundations. Structure foundations (including stays) shall be designed to accommodate the maximum design loads for the type of structure, as opposed to the maximum site loads that the structure will experience at the particular site. This will enable the structure to be loaded to its maximum design capacity if the line configuration is changed in the future, without the need to redesign/construct the foundation which may be costly and difficult to achieve with an in-service pole.

The preferred design for concrete poles is for direct buried pole foundations. For towers a suite of designs for different soil types should be provided. Steel pole foundations shall be assessed on a case-by-case basis.

9.1. Geotechnical Investigations The foundation design shall be based on an assessment of the soil strength made for each structure site. Local construction crews may be able to provide an overview of the typical soil profiles found in the area. The adopted soil strengths shall be based on site specific investigations or a desktop study. Some areas may contain sufficient data from previous geotechnical investigations, from other infrastructure, such that further testing may not be required. The Designer shall determine the level of geotechnical investigation necessary for each site and record the soil strength used and the basis of the adopted soil strength on the drawings or schedule. Due to the nature of transmission lines being spread along a large area, it is often not cost efficient to perform site tests at each pole location. The Designer should make an assessment of the number and location of tests required, based on which structures are more heavily loaded, visual changes in topography and geography and distance between test locations.

To enable the Geotechnical Engineer to provide the most useful information they should be provided with:

• Line route

• The design loads, sustained and ultimate, (or estimated if not yet finalised)

• Pole and stay capacities and types

• Expected foundation depths

• Proposed construction methodology.

The exact requirements for geotechnical tests will vary with each design, however these would likely include:

• The soil profile to approximately 2 m deeper than the anticipated foundation depth at each site.

• Strength characteristics to enable design of the foundations, including soil cohesion, internal angle of friction, rock mass cohesion, unit weight, skin friction and allowable lateral bearing pressures.

• Anticipated excavation and construction conditions, including water table.

9.2. Foundation Design The foundation shall be designed for all soil strength conditions likely to be experienced over the design life of the line due to effects such as a fall or rise in the water table (including flooding) and




erosion of nearby soil. The effect of long term and short term load conditions on soil strength should also be considered.

The strength reduction factor selected for use should be in accordance with AS/NZS 7000, with consideration to the confidence in the soil parameters used in the design, type of foundation (i.e. temporary loading (suspension pole) or permanent loading (unstayed termination pole, stay anchor)) and level of engineering supervision during construction.

The Designer should take into account the various strengths and elasticity’s of soil and rock encountered in the soil profile and ensure that foundation loads are suitably transferred into the pole, such that the shear capacity of the pole is not exceeded.

Constructability should be taken into account in the design, such as the requirements for shoring and access to concrete in remote areas.

The Brinch Hansen method is accepted within the industry for foundation design, however, the design method used shall be up to the Designing Engineer.

The Designer shall provide options to increase the strength of the foundations should soil parameters differ from those anticipated.

Where pore water pressures are likely to be encountered which may cause the walls of the foundation to collapse during construction, the use of concrete or steel caissons should be advised by the Designer. These may be a reusable or sacrificial design.

All steel pole and tower designs shall incorporate concrete foundations extending above ground line, such that there is no exposed steel within 500mm of ground line. Concrete shall incorporate sufficient steel reinforcing to prevent cracking of the concrete.

Stay rods shall utilise concrete/ grout or denso tape (or equivalent) covering 500mm above ground line.

In corrosive environments more onerous requirements may be required.

9.3. Foundation Details The following foundation details shall be determined and provided on the drawings or construction schedules:

• Minimum hole diameter

• Minimum pole embedment depth

• Backfill details (e.g. concrete, stabilised soil, unstabilised soil, compaction, etc.)

• Bearing pad details

• Minimum soil strength or soil profile with strengths for differing soil types.

• Geotechnical Report, if available.




10. LAYOUT 10.1. Survey The line route survey should be undertaken in accordance with the Standard for Line Survey.

10.2. Layout Clearance Buffer An electricity entity must ensure the distance from the conductors of its overhead electric lines is in accordance with the Electrical Safety Act and Electrical Safety Regulation. There are tolerances in the design and the construction of an overhead line such that “as-built” clearances will differ from the design clearances. These tolerances are closely tied to the design and construction practices. Traditionally a deterministic clearance buffer has been applied to maintain compliance with the code. The method detailed below offers a probabilistic method that incorporates the various design and construction practices into the design clearance.

A ground clearance buffer shall be provided to allow for the following sources of error:

Error Source Method New Construction (Note A)

Rating Study (Notes A & B)

Survey Level Errors GPS 0±100 0±100 Theodolite 0±50 0±50 Lidar 0±150 0±150 Rangefinder 0±200 0±200 Pegging Error or Pole Planting Error 1 m in 300m, C = 1500m 0±50 or 0.7% sag N/A 1 m in 150m, C = 1500m 0±25 or 1.3% sag N/A Conductor Modelling

No creep allowance – AAC, AAAC (not recommended) -25±10oC? N/A

No creep allowance – ACSR (not recommended)

-30±10oC Typical Span Only

Creep prediction 0±5°C N/A (creep virtually complete)

RS assumption, max span/ min span less than 2 ? ?

RS assumption, max span/ min span less than 4 ? ?

Parabola instead of catenary L = 300m, C = 1500m -10±0

N/A (catenary tension or parabola tension derived from measured sag)

Conductor Temperature

Using measured conductor temperature N/A 0±2°C






Conductor Temperature - Using Ambient Temperature Instead Of Measuring Conductor Temperature

Measured at mid-day, no cloud, lightly loaded feeder, slight breeze

N/A 10±10°C

Measured at mid-day, no cloud, moderately loaded feeder, slight breeze

N/A 15±15°C

Measured at mid-day, cloud cover, lightly loaded feeder, slight breeze

N/A 5±5°C

Sag Error In Unsagged Spans

Sheave friction – large sheaves, rugged terrain, less than 10 successive unsagged spans

± N/A

Sheave friction – small sheaves, flat terrain, up to 10 successive unsagged spans

± N/A

Tensioning Errors Dynamometer (used correctly) 0±250 N/A

Line-of-sight (eyeballed, poor target, no correction for temperature changes during sagging operation)

0±150 and 0±10°C

N/A

Line-of-sight (telescope, accurate target, corrected for temperature changes)

0±50 and 0±5°C

Theodolite (offset method) 0±50 N/A Theodolite (tangent method) 0±100 N/A

Return wave method (1s in 3 returns, L = 300m, C = 1500m) ? N/A

Conductor Fabrication Tolerances Mass ±1% Sag ± Elastic modulus ± ± Thermal coefficient ± ± Alloy temper ± ± Structure Fabrication Tolerances Steel pole with slip joint 0±100 N/A Concrete pole 0±50 N/A Lattice tower 0±75 N/A






Foundation Depth – Direct Buried Poles Well supervised ±150 N/A Poorly supervised ±400 N/A Benched sites ±300 N/A Foundation Depth Flange based pole 50±100 (50 grout) N/A Towers 0±100 N/A

Notes

A. Tabulated values of offset and typical tolerance (mean and standard deviation) in millimetres unless indicated otherwise. The offset is positive when the additional ground clearance is provided. For example if the tower height is measured from the K point and the K point is typically 300mm above the centre peg then the offset is 300mm.

B. The “as-built” line is surveyed and there are no construction errors to account for. However if modifications to the line are required to uprate the line then construction errors will be introduced depending on the nature of the modifications. For example, retensioning the conductor will introduce sagging errors. Unfortunately this means that a different buffer is required for different portions of the line, a task that layout software applications do not normally accommodate.

It is assumed that each error source is statistically independent and is normally distributed. The sum of these random variables is also normal such that:

∑=

=N

nn

1µµ

∑=

=N

nn

1

2σσ

Where N is the number of errors involved, µn is the offset (mean) of error number n and σn is the tolerance (standard deviation) of error number n.

To allow for these sources of error with a confidence of 84% the required clearance buffer is

)(1 σµσ −−=B

To increase the confidence to 98% requires

)2(2 σµσ −−=B

Reding (2007) details this method adopted by Bonneville Power Administration, Pacific Northwest region of USA.

10.3. Using the Buffer Lines shall be designed with a clearance buffer and a temperature buffer based on the 84% confidence limit. The assumed values tabulated above may be altered to suit the degree of control exercised during the design and construction phases.




For example, a new line with a thermal rating of 75°C and a temperature buffer of 5°C shall be spotted with a temperature of 80°C. If the statutory ground clearance requirement is 6.7m and the clearance buffer is 0.5m then the line shall be spotted with 7.2m of clearance.

The records shall state the following:

Maximum operating temperature = 75°C with 5°C buffer

Minimum ground clearance = 6.7m with 0.5m buffer

No line shall be designed with a vertical clearance buffer of less than 0.3m and a temperature buffer less than 5°C.

The clearance buffer does not apply to

• Vertical separation for unattached crossings

• Vertical separation for attached crossings

• Mid-span phase separation

• Electrical clearances to the supporting structures

The clearance buffer does apply to

• Unroofed terraces, balconies and sun decks

• Roofs

• Covered places of traffic

• Structures not normally accessible to persons

The horizontal clearance buffer is much more difficult to evaluate because of

• Structure deflection

• Insulator swing

• Distributed nature of wind gusts

Neither the Electrical Safety Regulations nor AS/NZS7000 specifies a wind pressure to use for horizontal clearances. The “blowout” weather case shall be used to calculate horizontal clearances. Clearances may be infringed with a lower wind pressure because the conductor moves in an arc. No additional horizontal buffer is required because the hazard to humans is considerably lessened during “blowout” wind speeds.

10.4. Clearances Unless otherwise specified in the project scope, structures shall be located so that the required clearances below are satisfied at a maximum operating temperature of 75°C, 10 years after commissioning. That is, the designer shall allow 10 years of conductor creep. For the purpose of calculating creep the “creep” weather case shall be used.

Where the statuary guidelines (AS/NZS 7000, Electricity Act) differs from the figures below, the more onerous shall apply. The horizontal clearances shall be satisfied under the high wind weather case.




CLEARANCES FROM GROUND AND ROADS DISTANCE

LOCATION DIRECTION 66kV 132kV

Roads: carriageway crossing Roads: other locations

Vertically Vertically

7.0m 7.0m

7.5m 7.5m

High load corridor routes Vertically 8.0m 9.0m Other than roads Vertically 7.0m 7.5m Over truck stop areas / high load areas Vertically 9.0m 10.0m Extremely steep or swampy terrain that cannot be crossed by traffic or mobile machinery Vertically 5.5m 6.0m

Road cuttings, embankments etc. Horizontally 4.6m Over or adjacent cultivation Vertically 8.5m 12.0m Over or adjacent to cane Vertically 8.5m 12.0m Sugar cane bin unloading areas Vertically 12.5m Waterways – Recreational/navigable Refer to the Distribution Design Manual Dwg 3143 Sh 1 to 10.

Vertically As agreed with appropriate controlling body / AS6947

Waterways & other areas subject to flooding – Above flood Vertically 5.5m 6.0m

CLEARANCE FROM STRUCTURES, BUILDINGS AND BOUNDARIES DISTANCE

LOCATION DIRECTION 66kV 132kV

Vertically 5.5m 7.0m Unroofed terraces, balconies, sun decks, paved areas and similar areas subject to pedestrian traffic only, that have a handrail or wall surrounding the area and on which a person may stand. Easement Boundaries. Horizontally 4.6m 5.5m

Vertically 4.6m 6.1m Roofs or similar structures not used for traffic, but on which a person may stand – includes parapets Horizontally 4.6m 6.0m

Covered balconies, open verandas, opening windows In any direction 4.6m 6.5m

Blank walls and windows, which cannot be opened. Circuit separation. Horizontally 3.0m 4.5m

Vertically 3.0m 4.5m Other structures not normally accessible to persons e.g. TV aerials, clothes hoists, etc. Horizontally 3.0m 4.5m Real property boundaries Horizontally 0.0m 0.0m

Intercircuit clearances shall be determined in accordance with the Ergon Distribution Design Manual and AS/NZS7000.

10.5. Layout Checks The following additional requirements should also be met:

• Avoid structure and stay locations in erodible areas and flooded areas.

• Avoid Telecom(s) facilities and other infrastructure, refer to Telstra Agreement Section 11.4.




• Avoid areas of Cultural Heritage significance.

• Constrain maximum wind limit state loads (factored) to termination structures in substations to the requirements shown on Ergon Energy Drawing EESS 10075.

• Allow for extra clearance over riparian vegetation and rare and endangered flora.

• Satisfy the specified electrical clearances on the structures.

• Avoid overloading of structures.

• Consider aesthetics and amenity where there is impact around local community.

• Gain agreement from local councils and other corporations and authorities with infrastructure in the area.

10.6. Layout for Security – Cascade Failure Prevention The maximum length of line between termination structures shall be 5km. These termination structures shall be capable of supporting the full termination loads of all conductors and earthwires.




11. AGREEMENTS The Designer shall liaise with the relevant Owners and Authorities with regards to crossings of other infrastructure such as roads, rail, communications, pipelines and other electrical infrastructure.

11.1. Queensland Transport and Main Roads (TMR) If applicable complete Template Document ES000905T103: Written Agreement for Proposed Works – Works on Roads.

11.2. QR For Overhead QR Design Requirements refer to Dwg 3141 Sh 1 & 2 of the Distribution Design Manual and for Underground QR Design Requirements refer to Dwg 3401 Sh 1 & 2 of the Distribution Design Manual.

The proposed works need to comply with the relevant Engineering Technical Requirements:

MCE-SR-003 – Requirements for Work Adjacent to Overhead Line Equipment

MCE-SR-002 – Requirements for Work in or About QR Property

MCE-SR-016 – Services Under Rail Corridor.

Technical drawings need to comply with AS 4799-2000: Installation of underground utility services and pipelines within railway boundaries.

11.2.1 QR Wayleave Applications

The relevant applications below should be completed and submitted to:

[email protected] to ensure they are received and processed as soon as possible.

Wayleave Application Conditions (FRM0113)

Wayleave Applications for Electrical Crossing – Underground (FRM0112)

Wayleave Applications for Electrical Crossing – Overhead (FRM0115)

Wayleave Application Form and Tax Invoice

11.3. Aurizon (previously QR National) For Overhead QR Design Requirements refer to Dwg 3141 Sh 1 & 2 of the Distribution Design Manual and for Underground QR Design Requirements refer to Dwg 3401 Sh 1 & 2 of the Distribution Design Manual.

The proposed works need to comply with the relevant Engineering Technical Requirements:

MCE-SR-003 – Requirements for Work Adjacent to Overhead Line Equipment

MCE-SR-002 – Requirements for Work in or About QR Property

MCE-SR-016 – Services under Rail Corridor

Technical drawings need to comply with AS 4799-2000: Installation of underground utility services and pipelines within railway boundaries.

11.3.1 Aurizon (previously QR National) Wayleave Applications

The relevant applications below should be completed and submitted to:




[email protected] to ensure they are received and processed as soon as possible.

Wayleave Application Conditions

Wayleave Applications for Electrical Crossing – Underground

Wayleave Applications for Electrical Crossing – Overhead

11.4. Telstra Refer to Reference Document NA000404R100: Power Coordination Guideline.

The Designer is responsible for ensuring the placement of structures complies with the Power Coordination Guidelines.

If applicable complete Template Document PW000802T100: Telstra HV Approval Letter.

11.5. Local Council Where the line route utilises council land or road reserve the designer shall liaise with the relevant Council on the design.

11.6. Harbour Board Procedures for Obtaining Sanction of Water Crossings refer to the Distribution Design Manual

Dwg 3143 Sh 1 to 10.

If applicable complete Form Document MN000301F137: Water Crossing Works Checklist.




ANNEX A – STANDARD ERGON ENERGY STRUCTURE CAPACITIES

Reference Description Ref. Fabrication Load Capabilities Limit State Wind Load Maintenance Load NotesDrawing DWG's Yeild Significant Deflection

Limited by Bracket capacity5-2-1001(0A) OHEW Bracket 930104-01 (0A) M16 grade 4.6 bolts (each). Bolts Φ= 0.8 15 kN transverse @ 0 kN vertical - (Rockfield Stage 1 Add #1)

Tension capacity ΦNtf - 50 kN 23 kN transverse @ 4 kN vertical (Rockfield Stage 1 Add #1)

Shear capacity ΦVf (Threads) - 27kN-

5-2-1004 (0A) OHEW Strain Eyebolt 907224-05 (0A) M20 eye bolt - grade 4.6 Bolts Φ= 0.8Shear capacity ΦVf (Threads) - 43kNBow Shackle capacity - ØRu = 0.625 x rated capacityTension capacity ΦRu = 75 kN

Stay sideStay side limited by Bracket capacity Stay Bracket - (load in stay direction)

Stay Bracket for M24 grade 8.8 bolts (each). Bolts Φ= 0.8 125 kN at centre hole only @ 45° Stay bracket loaded 5-2-1005 (0A) Earthwire Termination 929568-01 (0A) Tension capacity ΦNtf - 163 kN from vertical and 0° from transverse - - - lower centre hole only

& Line Deviation Shear capacity ΦVf (Threads) - 89kN plane.108 kN at centre hole only @ 45° Stay bracket loaded

(Non-symetric loads should be avoided to from vertical and 15° from transverse - - - lower centre hole onlylimit pole torque load and potential plane.bending of bolts.) 125 kN per inclined hole (both loaded) Stay load to inclined

@ 45° from vertical and 0° from holes onlytransverse plane. (Rockfield Stage 1 Add #1)125 kN per inclined hole (both loaded)@ 45° from vertical and 15° from Stay load to inclinedtransverse plane. holes only

Earthwire side (Rockfield Stage 1 Add #1)Earthwire side limited by Shackle capacity Earthwire ConnectionØRu = 0.625 x rated capacity Max Earthwire tension - 75kN

5-2-1006 (0A) OHEW Earthing N/AConnections Non-Structural assembly

5-2-1007 (0A) Stay Brackets 929568-01 (0A) Limited by Bracket capacityBack to Back M24 grade 8.8 bolts (each). Bolts Φ= 0.8 113 kN at centre hole only @ 45° Stay bracket loaded

Tension capacity ΦNtf - 163 kN from vertical and 0° from transverse lower centre hole onlyShear capacity ΦVf (Threads) - 89kN plane.(Non-symetric loads should be avoided to 98 kN at centre hole only @ 45° Stay bracket loaded limit pole torque load and potential from vertical and 15° from transverse lower centre hole onlybending of bolts.) plane.

113 kN per inclined hole (both loaded) Stay load to inclined@ 45° from vertical and 0° from holes onlytransverse plane. (Rockfield Stage 1 Add #1)113 kN per inclined hole (both loaded) Stay load to inclined@ 45° from vertical and 15° from holes onlytransverse plane. (Rockfield Stage 1 Add #1)

--

AS7000 CL 6.3.2 allows for ductile yeilding of ductile structural elements at the discretion of the designer.

Testing of forged fittings allows for no yeild @ 50% of Breaking load. Therfore 62.5% has been

chosen as the design factor which allows for some minor

ductile yield while not approaching the minimum

AS7000 CL 6.3.2 allows for ductile yeilding of ductile structural elements at the discretion of the designer.

Testing of forged fittings allows for no yeild @ 50% of Breaking load. Therfore 62.5% has been

chosen as the design factor which allows for some minor

ductile yield while not approaching the minimum

braking force.

Component / Assembly Load Capacities (Φ = 0.9 applied U.N.O.)

Load capacities for fabricated components/assemblies

-

Limited by eye bolt shear & Bow Shackle Tension.

Failure Containment

AS7000 CL 6.3.2 allows for ductile

yeilding of ductile structural elements

at the discretion of the designer.

Testing of forged fittings allows for no

yeild @ 50% of Breaking load. Therfore

62.5% has been chosen as the design

factor which allows for some minor

ductile yield while not approaching the

minimum braking force.

4.1 kN longitudinal @ 1 kN vertical

15 kN longitudinal @ 1 kN vertical





5-2-1008 (0A) M20 Eyebolt to Pole QESI 01-02-02

M20 eye bolt - grade 4.6 Bolts Φ= 0.8Shear capacity ΦVf (Threads) - 44.6kN

5-2-1009 (0A) OHEW Heavy Duty 930543-01 (0A) Limited by Bracket capacityRaiser 10 315/405 tip M20 grade 4.6 bolts (each). Bolts Φ= 0.8 ±12.9 kN transverse @ 4 kN vertical 4.1 kN longitudinal 13 kN longitudinal pole. Tension capacity ΦNtf - 78 kN (Limited by SHS section capacity)

Shear capacity ΦVf (No thread) - 62kN

5-2-1010 (0A)

M16 eye bolt - grade 4.6 Bolts Φ= 0.8Tension capacity ΦNtf - 50 kNShear capacity ΦVf (thread) - 28kN

5-2-1016 (0A) Composite Post insulator

M20 bolt - grade 4.6 Bolts Φ= 0.8Shear capacity ΦVf (no Threads) - 62kN

Limited by Bracket capacity5-2-1018 (0A) Gain Base Bracket 987653-01 (0A) Insulator weight plus 6kN Vertical 8kN Longitudinal

& Insulator orInsulator Weight plus 4kN Longitudinal.

M20 bolts - grade 4.6 Bolts Φ= 0.8Tension capacity ΦNtf - 78 kNShear capacity ΦVf (Threads) - 43kN

5-2-1023 (0A) Insulator Composite Limited by Insulator capacitylongrod Insulator capacity - ΦRu = 60 kN

ØRu = 0.5 x rated capacity AS7000:2010 Table 6.2

Tension capacity ΦRu = 60 kN

5-2-1030 (0A) Insulator Composite Limited by Insulator capacitylongrod with extension Insulator capacity - ΦRu = 60 kNlink ØRu = 0.5 x rated capacity AS7000:2010 Table 6.2


Limited by Eyebolt capacity5-2-1031 (0A) Eyebolt to Pole QESI 01-02-02 M20 grade 4.6 eyebolt. Bolts Φ= 0.8

Tension capacity ΦNtf - 78 kNShear capacity ΦVf - 43kN (Threads)

Failure Containment

OPGW Strain Connection to OHEW

Raiser Bracket

Limited by Eye Bolt Capacity.

Limited by Bolt shear.


-Limited by Eye Bolt shear.

(Limited by cleat

plate yield)

(Limited by M20 top

bolt shear)

- - -

Insulator weight plus 6kN Vertical or

Insulator Weight plus 4kN Longitudinal.





Normal Insulator to Limited by Insulator capacity5-2-1046 (0A) Single Conductor Insulator capacity - ΦRu = 35 kN

Support ØRu = 0.5 x rated capacity AS7000:2010 Table 6.2


Rural Intermediate 930838-01 (0A) Limited by bolt shear in thread. Φ= 0.8 20kN vertical load in combination 5-2-1047 (0A) Normal Crossarm 930615-01 (0A) with ± 20 kN transverse load

to Pole 930525-01 (0A)

5-2-1049 (0A) Vertical Flying Angle 930838-01 (0A) Limited by bolt shear in thread. Φ= 0.8 20kN vertical load in combination Crossarm to Pole 930613-01 (0A) with ± 20 kN transverse load

5-2-1054 (0A) Extension Eyebolt to 875223-01 (0A) Limited by Eybolt bracket capacity 9 kN vertical315 Tip Pole

Rural Intermediate 930539-01 (0A) Limited by bolt shear in thread. Φ= 0.8 15 kN vertical load in combination 20 kN vertical load.5-2-1055 (0A) Extended Crossarm 930531-01 (0A) with ± 20 kN transverse load

to Pole 930584-01 (0A)930565-01 (0A)

5-2-1061 (0A) Normal Insulator 907224-06 (0A) Limited by Insulator capacityTermination with 907224-04 (0A) Insulator capacity - ΦRu = 35 kNExtension Link ØRu = 0.5 x rated capacity AS7000:2010 Table 6.2


5-2-1062 (0A) Normal Insulator 907224-04 (0A) Limited by Insulator capacityTermination with Insulator capacity - ΦRu = 35 kNAdjustable Sag Link ØRu = 0.5 x rated capacity AS7000:2010 Table 6.3


5-2-1063 Porcelain Insulator 949355-01 0 Limited by Bracket Capacity 1.4 kN vertical Insulator CapacityStub Mounted, Tie Top 1.0 kN longitudinal Minimum Failing LoadBridging Apllication Cantilever = 12.5kN

5-2-1064 Flanged Eyebolt to 907224-05 (0A) Limited by Eyebolt capacitypole M20 grade 4.6 eyebolt. Bolts Φ= 0.8

Tension capacity ΦNtf - 78.4 kNShear capacity ΦVf - 43kN (Threads)


Failure Containment

7 kN longitudinal load

24 kN vertical load.

24 kN vertical load.

7 kN longitudinal load

3.2 kN longitudinal @ 1 kN vertical

10 kN longitudinal @ 1 kN vertical

5.8 kN longitudinal load





5-2-1071 Stay Bracket & 929568-01 (0A) Stay side limited by Bracket capacity Stay Bracket - (load in stay direction)Backing Plate 929878-01 (0A) M24 grade 8.8 bolts (each). Bolts Φ= 0.8 125 kN at centre hole only @ 45° Stay load to centre

Tension capacity ΦNtf - 163 kN from vertical and 0° from transverse lower holeShear capacity ΦVf (Threads) - 89kN plane.

(Non-symetric loads should be avoided to 108 kN at centre hole only @ 45° Stay load to centrelimit pole torque load and potential from vertical and 15° from transverse lower holebending of bolts.) plane.

5-2-1077 Bisect Stay brackets 929568-01 (0A) Stay side limited by Bracket capacity Stay Bracket - (load in stay direction)& Backing Plate. 929878-01 (0A) M24 grade 8.8 bolts (each). Bolts Φ= 0.8 125 kN at centre hole only @ 45° Stay load to centre

Tension capacity ΦNtf - 163 kN from vertical and 0° from transverse lower holesShear capacity ΦVf (Threads) - 89kN plane.

(Non-symetric loads should be avoided to 108 kN at centre hole only @ 45° Stay load to centrelimit pole torque load and potential from vertical and 15° from transverse lower holesbending of bolts.) plane.

5-2-1084 M24 Eyebolt to Pole Limited by Eyebolt bending capacity Load per stayM20 grade 8.8 eyebolt. Bolts Φ= 0.8 Stay Load 23 kN @ 45° to verticalTension capacity ΦNtf - 163 kN 16 kN vertical (resultant load)Shear capacity ΦVf - 89kN (Threads)

5-2-1100 Urban Pole SC Conc. Delta/Ver Intermediate N/A - Non-Structural assembly5-2-1102 Urban Pole SC Conc. Vert Fly Ang No Xarm N/A - Non-Structural assembly5-2-1105 Urban Pole SC Conc. Vert Strain 15° - 45° N/A - Non-Structural assembly5-2-1106 Urban Pole SC Conc. Vert Strain 0° - 15° N/A - Non-Structural assembly5-2-1107 Urban Pole SC Conc. Vert Strain 45° - 75° N/A - Non-Structural assembly5-2-1108 Urban Pole SC Conc. Vert Strain 75° - 105° N/A - Non-Structural assembly5-2-1126 Rural Pole SC Conc. Delta Susp Norm/1 Ext N/A - Non-Structural assembly5-2-1127 Rural Pole SC Conc. Delta Susp 2 Ext Xarms N/A - Non-Structural assembly5-2-1134 Rural Pole SC Conc. Vert Fly Ang+Xarms N/A - Non-Structural assembly5-2-1135 Rural Pole SC Conc. Vert Fly Ang No Xarm N/A - Non-Structural assembly5-2-1139 Rural Pole SC Conc. Vert Strain 0° - 5° N/A - Non-Structural assembly5-2-1140 Rural Pole SC Conc. Vert Strain 5° - 15° N/A - Non-Structural assembly5-2-1141 Rural Pole SC Conc. Vert Strain 15° - 35° N/A - Non-Structural assembly5-2-1143 Rural Pole SC Conc. Vert Strain 35° - 45° N/A - Non-Structural assembly5-2-1144 Rural Pole SC Conc. Vert Strain 45° - 55° N/A - Non-Structural assembly5-2-1145 Rural Pole SC Conc. Vert Strain 55° - 65° N/A - Non-Structural assembly5-2-1146 Rural Pole SC Conc. Vert Strain 65° - 75° N/A - Non-Structural assembly5-2-1147 Rural Pole SC Conc. Vert Strain 75° - 85° N/A - Non-Structural assembly5-2-1148 Rural Pole SC Conc. Vert Strain 85° - 95° N/A - Non-Structural assembly5-2-1149 Rural Pole SC Conc. Vert Strain 95° - 105° N/A - Non-Structural assembly5-2-1150 Stayed Bollard 100kN Capacity N/A - Non-Structural assembly5-2-1151 Unstayed bollard 100 kN Capacity N/A - Non-Structural assembly

Failure Containment


Pole Stock Code Assemby drawings





5-2-1160 11kV Crossarm Composite Fibre5-2-1161 Insulator Disk Ball & Socket5-2-1162 11kV Crossarm to Concrete pole.5-2-1163 Extension eyebolt to composite crossarm5-2-1164 Double brace to composite crossarm5-2-1165 M16 Bolt & Nut to Concrete pole5-2-1166 Normal Insulator Disk Starin/Termination 11kV5-2-1167 M20 Eyebolt to Composite Crossarm5-2-1168 11/22/33kV Insulator Pin5-2-1169 11/22/33kV Pin Insulators5-2-1170 Limited by Bracket capacity 8kN Longitudinal

Insulator weight plus 6kN Verticalor

Insulator Weight plus 4kN Longitudinal.M20 bolts - grade 4.6 Bolts Φ= 0.8Tension capacity ΦNtf - 78 kNShear capacity ΦVf (Threads) - 43kN

5-2-1171 Termination Bracket to Pole 70kN5-2-1172 Crossarm clampband to concrete pole5-2-1173 Ball & Socket Connection

5-2-1200 AGSU single to OHEW support N/A - Non-Structural assembly5-2-1201 AGSU single to Phase Conductor N/A - Non-Structural assembly5-2-1202 AGSU double to OHEW support N/A - Non-Structural assembly5-2-1203 AGSU double to Phase Conductor N/A - Non-Structural assembly5-2-1204 AGSU single to OPGW support N/A - Non-Structural assembly5-2-1205 AGSU single to OPGW Conductor N/A - Non-Structural assembly5-2-1206 Armour grip support w/o armor rods N/A - Non-Structural assembly5-2-1208 Trunion support clamp N/A - Non-Structural assembly5-2-1209 Trunion support clampw/ armour rods N/A - Non-Structural assembly5-2-1213 Compression Dead end trans palm w/ eye N/A - Non-Structural assembly5-2-1214 Compression Dead end in-line palm w/ eye N/A - Non-Structural assembly5-2-1215 Preform Dead end+thimble for cond & OHE N/A - Non-Structural assembly5-2-1216 Preformed tie top insulator for conductor N/A - Non-Structural assembly5-2-1217 Preformed tie top insulator w/ armor rods fo N/A - Non-Structural assembly5-2-1219 Stockbridge vibration dampers N/A - Non-Structural assembly

5-2-1251 Grading ring - Earthing Arrangement N/A - Non-Structural assembly5-2-1252 Earth to Concrete Pole. N/A - Non-Structural assembly

Earthing Assemblies

200kV BIL Porcelain Tie Top Insulator to Concrete Pole

Insulator weight plus 6kN Vertical or

Insulator Weight plus 4kN Longitudinal.

Conductor Hardware Assembly Drawings.

Subsidiary Assemblies


Failure Containment





Stay Anchors5-2-1276 Conc Bedlog - M24 Rod 929511-01 (0A) 1276-1 Limited by Rod Tensile Capacity Φ = 0.8

929393-01 (0A) M24 Grade 4.6 - ΦNtf = 113 kNConc Bedlog - M36 Rod 929512-01 (0A) 1276-2 Limited by soil bearing capacity Φ = 0.8

929394-01 (0A) 100kPa soil - ΦP = 240 kN M36 Grade 4.6 - ΦNtf = 261 kN

5-2-1277 Stay Anchors Limited by Rod Tensile CapacityInclined Soil/Rock M24 ro 929511-01 (0A) M24 Grade 4.6 - ΦNtf = 113 kN Φ = 0.8Inclined Soil/Rock M36 ro 929512-01 (0A) M36 Grade 4.6 - ΦNtf = 261 kN

5-2-1278 Stay Anchors Limited by Rod Tensile Capacity MassCon 1-M24 929511-01 (0A) M24 Grade 4.6 - ΦNtf = 113 kN Φ = 0..8 MassConc M36 929512-01 (0A) M36 Grade 4.6 - ΦNtf = 261 kNMassConc2-M24 2xM24 Grade 4.6 - ΦNtf = 226 kN

5-2-1279 600Dia Vertical Pier 929568-01 (0A) Limited by soil capacity929825-01 (0A) Max Stay Load = 100kN (in plane of stay)

5-2-1280 900 Dia Vertical Pier 929569-01 (0A) Limited by soil capacity929824-01 (0A) Max Stay Load = 200kN (in plane of stay)

5-2-1290 Precast Concrete 940557-01 (0A) Compression base non-structural.Biscuit Transfer DL to subbase. Load spreading

device.

5-2-1320 Fall Arrest Bracket & 907224-07 (0A) Limited by Pole step BendingPole Steps QESI 01-01-02 Can support 1- 61 kG person standing on the bolt head.

ETS 01-02-01

Foundation Assemblies.

Failure Containment





ANNEX B – OPGW SPECIFICATIONS

Physical / Mechanical / Electrical Details

NOMINAL CABLE SIZE CC‐30/30/449 (AFL Telecommunications LLC)

CC‐38/48/551 (AFL Telecommunications LLC)

CC‐38/48/551 (AFL Telecommunications LLC) 48SMF OPGW

APPROXIMATE CABLE DIAMETER 11.4 mm 14.0 mm 14.0 mm 17.7 mm SINGLE MODE FIBRE COUNT 24 24 48 48 APPROXIMATE CABLE WEIGHT 341 kg/km 529 kg/km 527 kg/km 612 kg/km CALCULATED BREAKING LOAD 48.87 kN 71.78 kN 73.24 kN 69 kN CALCULATED DC RESISTANCE (20°) 0.5809 Ohms/km 0.3776 Ohms/km 0.3787 Ohms/km

0.2080 Ohms/km

MODULUS OF ELASTICITY 105 Gpa 105GPa 105GPa 76GPa COEFFICIENT OF LINEAR EXPANSION 16.6E‐06 1/°C 16.5E‐06 1/°C 16.5E‐06 1/°C 19.8E‐06 1/°C

SHORT CIRCUIT RATING 45 (kA)²∙sec 106 (kA)²∙sec 109 (kA)²∙sec 300 (kA)²∙sec AMBIENT TEMPERATURE 45 °C 45 °C 40 °C 40 °C SHORT CIRCUIT DURATION 1 SEC 6.7 kA 10.3 kA 10.4 kA MAXIMUM CABLE TEMPERATURE 210 °C 210 °C 210




ANNEX C – WIND LOAD PRESSURE (Pa) REGION

A

(Downdraft) B

(Downdraft) C

(Synoptic) Initial (No SRF) 1200 1464 2307

50 1200 1464 2106 100 1200 1464 1949 150 1200 1464 1824 200 1200 1464 1726 300 1200 1418 1588

SPAN LENGTH(m) (incl. SRF)

400 1200 1373 1502

NOTE: Minimum pressure of 1200Pa adopted for Wind Region A pressures.

These figures are indicative only. It remains the Designers responsibility to ensure that the wind pressures used are in accordance with Section 7.2 of this manual. Summary of table above:

• Used Regional wind V200 wind speed. • Used Terrain category 2 • Used Shielding multiplier 1.0 • Height and topographic multiplier as encountered. • Drag coefficient for conductor 1.0 (where standard Ergon conductors

are used).




ANNEX D – DESIGN CHECKLIST For internal Ergon Energy use only.

x

28/02/2011

x

HyperlinkTarget Date

Date Completed

WORK ACCEPTANCE ESSENTIAL CHECKS

–PIA and other documents received. Check "Work Request Documents" site for all Project Documentation

Site Content - Work Request Documents

–Survey complete / Data received and checked. If not complete is Variation Required? Contact PM? Do not accept Work?

– Review PIA and other documentation and confirm requirements with PM

–Ensure Work orders are correct and AchievableIf unacceptable let Wendy know prior to booking to work order!!

– Review Priority Report for DC and other Milestones to ensure achievable PS Reports

–Advise Mapping Officers of Design Requirements & check time frames required for entry are achievable

PRE‐DESIGN TASKS

–Complete Safety in Design Risk Assessment ‐ Form ES000905F102(Do not copy from another project ‐ use hyperlink to ensure you have the latest version)

http://enet/Docs/ES00_Manage%20Health,%20Safety%20and%20Environment/ES0009Published/ES000905F102.doc

–Complete Cultural Heritage Risk Management Plan ‐ Form ES000906F100 (Do not copy from another project ‐ use hyperlink to ensure you have the latest version)

http://enet/docs/ES00_Manage%20Health,%20Safety%20and%20Environment/ES0009Published/ES000906F100.doc

–Complete EPW Risk Assessment ‐ Form ME000304F100 (Do not copy from another project ‐ use hyperlink to ensure you have the latest version)

http://enet/docs/ES00_Manage%20Health,%20Safety%20and%20Environment/ES0009Published/ES000905F100.doc

–Complete Simple Project Risk Management Plan ‐ Form PW000702F100 (Do not copy from another project ‐ use hyperlink to ensure you have the latest version)

http://enet/Docs/PW_Manage%20Planned%20Work/PW0007Published/PW000702F100.doc

– Set up Folders and Directory on Shared Corporate Drive G:\Group - TADS\Engineering Services\Transmission Line Design\6 Projects

–Arrange asset ID in EDMS (ICT Request)‐ Check Feeder ID NO# and naming with Operations Engineer(e.g. Charlie Gianoulis)

– Additional Survey required (if not completed above)

–Check Easements and Wayleaves ‐ If not in place or property group not engaged notify PM

– DBYD ‐ Design Request

–Telstra Fault Level Co‐Ordination (Advise Telstra of proposed work in the area before design starts to confirm any issues early.) (email: [email protected] )

– Obtain Substation GA & Rack Details

–Obtain Substation and/or Property Access Keys if Required ‐ Contact relevant Asset Maint Officer for region

– Line Route Inspection and Initial Site Visit

– Arrange Geotechnical Investigation (if applicable)

–

Complete EMF Calculations For Feeder Loads Contact ‐Lochie Gaylard for FN, MK or WB regions,Karl Romano for NQ, CA, SW regions(Calculations to be forwarded to Ray Anderson for Sign Off )

PROJECT: _____

DESIGN PHASE CHECKLIST

Milestone Checklist

Hours Allocated:

Work Order No:

Required By Date:




PRELIMINARY LAYOUT

– Check weather cases & wind loading with John or Steve

– Check Fault Levels and OHEW capacity to handle themContact Patrick Gunn for fault levels in all regions

– Tension/Creep Calculations

– Pole Calculations

– Foundation Design

– Lightning Calculations

– Stay Calculations

– Line Separation and Phasing checks

–Obtain switch names (Operations Engineer) and switch numbers (Bridie) (if Applicable)

– Cut in drawings

–Landing Span Drawings, coordinated with Sub Design and Structural Integrity confirmed.

–Arrange Procurement of Asset Plates for inclusion on drawings(Pole type and location to be forwarded to Bridie so she can input them into Smallworld to have Asset Numbers generated.)

–Prepare System Alteration Sketch and submit to Operations Engineers for Approvals (if Applicable)

– Submit Drawings to Stakeholders for "Meets Business Requirements" Approvals

COMPLETE MANDATORY FORMS AS APPLICABLE& OBTAIN APPROVALS

–Main Roads Crossings (Townsville ‐ [email protected]) Other locations ‐ please check email address with Main Roads Dept

– Regional Council Notification

–Telstra Fault Level Co‐Ordination (Advise Telstra of proposed pole locations to confirm any issues.)

(email: [email protected] )

– Powerlink QLD Under‐Crossing Form http://www.powerlink.com.au/Landowners_and_Property/Activities_on_an_easement/Co-use.aspx

–Complete Water Crossing Works Checklist ‐ Form MN000301F137 (Do not copy from another project ‐ use hyperlink to ensure you have the latest version)

http://enet/Docs/MN_Maintain%20the%20Network/MN0003Published/MN000301F137.doc

–Harbour Boards ‐ Tidal water crossings (Distribution Design Manual, Agreements, Dwg 3143)

– Determine whether rail belongs to QR or Aurizon and complete appropriate forms

– Aurizon Forms G:\Group - TADS\Engineering Services\Transmission Line Design\8 Templates\2 Project Folder Template\3 Approvals\3.6 QR\QR National Forms

– QR FromsG:\Group - TADS\Engineering Services\Transmission Line Design\8 Templates\2 Project Folder Template\3 Approvals\3.6 QR\QR Forms

– Sugar Tramway Approvals




PRELIMINARY DESIGN CHECK

– Preliminary Design Complete & transition drawings to Check

– Compile Construction Specification while Design is being checked

– Preliminary Design to be checked by SDO or Engineer

– Check DBYD's have been returned

– Check all appropriate Approvals have been submitted

CHECKING ALL APPROVALS HAVE BEEN RECEIVED

– Date of "Meets Business Requirements" Approval

– Date of EMF Approval

– Date of Main Roads Approval

– Date Approvals received back

– Date of Council Approval

– Date of Powerlink Approval

– Date of Harbour Board Approval

– Date of Telstra Power Co‐ordination Approval

– Confirm Naming Conventions and Operational Requirements ‐ Switches

– Date of System Alteration Sketch Approval

– Confirm SCADA is not impacted email the SAS to Comms

– Forward endorsed SAS to Sean McGuinness

SUPPLEMENTARY DESIGN

– Plan and Profile Drawings

– Prepare Stay Sheets

– Prepare Ferrule Drawings

– Prepare Pole Schedules

– Prepare Stringing Schedules

– Temperature Compensation Chart

– Check damper requirements

– Organise Structure Testing (if required)

– Update design/drawings as required ‐ Transition Drawings to Check




AFTER APPROVAL OF DESIGN

– Approvals Complete & Drawings in Ready for Signing

– Drawings to Released for Construction

– Preparation of Project Folder for Handover

– Bill of Materials List formulated (if required)

Drawing Transmittal (NI000401F104) (Do not copy from another project ‐ use hyperlink to ensure you have the latest version)

http://enet/Docs/NI_Manage%20Network%20Initiated%20Capital%20Works/NI0004Published/NI000401F104.dochttp://enet/Docs/NI Manage%20Network%20Initiated%20Capital%20Works/NI0

RPEQ Certification Statement

WHS Risk Statement

Construction Specification

Construction Schedules (check intranet for latest documents)

DBYD Design information

Bill of Materials (if required)

Fully Signed Drawings Including Drawing Index Page

Approval letters (if required)

–

Issue Whole of Design including above items to:‐ Project Manager‐ Terrry Kelly‐ David Baldwin / Scott Sologinkin (Procurement)‐ Bridie Lighbound (Smallworld)

– Handover meeting held

– Smallworld Design has been completed, checked and approved

– Materials have been procured and Dave and Scott are finished with the Work Order

– Advise Scheduler that design handed over & Work Order can be closed

– Work Order Closed

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